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HomeMy WebLinkAbout104 Crown Colony Way 03-2222 COPERMIT ADDRES'-S CONTRACTOR AD DIU, S S Maronda Homes I 10 1 N Keller Rd., Ste F Orlando, Fl, 32810 407-475-9112 PHONE NUMBER CRC 058496 PROPERTY' OWNER ,A-D D R—E S S PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR k MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION Qa6isv CERTIFICAT2 OF OCCUPANCY / COMPLETION This is to certify that the building located at 104 CROWN COLONY WAY for which permit 03-00002222 has heretofore been issued on 6/24/03 has been completed according to plans and specifications filed in the office of the Build i Official prior to the issuance of said building permit, to wit as Si complies with all the building, plumbing, electri 1, zoniA4 and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled I ao-)le Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street DrainageD.59�!5Ak Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs 1 l� ,Mr�o Lights Storm Sewer Driveway Street Work DATE APPROVAL FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 6/24/C3 01-APPLCTN FEE -BUILDING 6/24/03 01-APPLCTN FEE -MECHANIC 6/24/03 01-APPLCTN FEE -PLUMBING 6/24/03 02-ENGNG DEVLPMT FEES 6/24/03 01-FIRE IMPACT - RESIDENT 6/24/03 01-LIBRARY IMPACT FEE 6/24/03 01-OPEN SPACE 6/24/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 r CERTIFICATE CF OCCUPANCY / COMPLETION PAGE: 2 This is to certify that the building located at 104 CROWN COLONY WAY for which permit 03-00002222 has heretofore been issued on G/24/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT'FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 91.93 11.44 847.00 11.44 1384.00 650.00 1700.00 0<)yk&e !1),, �� tl�'Lpc ,� f OWNER WILDING OFFICIAL / D E CITY OF SANFORD. FL UTILITIES DEPARTMENT REQUEST FOR FINAL REINSPECTION DATE JJ //3 /v3 THE BUILDING DEPARTMENT HAS PREPARED A C.OF 0.- FOR - THE ABOVE LOCATION AND THE INITIAL INSPECTION_ WAS ' DENIED DUE ; O. UTILITY RELATED ITEMS. THE CONTRACTOR IS REQUESTING A. REINSPECTIO.N OF' RELA T ED ITEMS AND 1S NOW AS FOLLOWS. C l eo,. � . INSPECTOR ki y ^.. �-�,�•K,"_�?.n�:_T_'s��a�?�c��:�,�%r`�`�""�F ���-3"'ra�'J�'^ � �c^ �� � t.:—� '�ra:�.'"�fti�,��'�tiY.-ocG� :. CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: ,Y PERMIT #: a 2 ADDRESS: \O (A CONTRACTOR: PHONE #: yCj1- yr) rj —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. ngineering _Public Works Utilities OkD. &1_)C3'U1T I l/13/03 OFire (\ I N OZoning ,, � p, OLicen sing V-\ I P, CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) °emu=lam CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE:, --� - 0-� ,y PERMIT #: ( a ADDRESS: \O CONTRACTOR: PHONE #: yCj1 - Lr) rj --Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering OFire �-ublic Works r1' �•�OZonin j g OLicensing y-\ I P, -i Utilities SIN �p." CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i I CERTIFCATE OF OCCUPANCY I REQUEST FOR FINAL INSPECTIM,- 1 1 1 1 **** SINGLE FAMILY RESIDENCE**** Y � 1 I fV 1 B 3C I DATE'E �'_ ® v v W o I PERMIT #: ®®w m ADDRESS: C� ��n�A� ��c�-v_�c, ®. CONTRACTOR: PHONE #: L1C—,1— y`1 ` , --Q\ \a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering jPublic Works tilities ❑ Fire (-� i N ❑Zoning l []Licensing y-\ I P,- CONDITIONS: ( BE COMPLETED ONLY IF AP OVAL IS CO DITIONAL) �® 12C, AV 300 COUNTY KOAO 427 5OUTH LONOWOOP, FLORIOA 32750-5499 LAND SURVEYORS TELEPHONE: (407) 630-9080 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 104 Crown Colony Way Legal Description: Lot 2, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 2. meets or exceeds the requirements set forth in the City of Sanfor gilding Code; Sec. 6-7 (a). 4 � t D rrSinick F. Cays ies. Fk,r r-"a.L-anu::'3urv6 car &,Mapper Reg. No. 2005 Licersei!-.BtisLie ssi+ ,f-,U73 11-6-2003 Date Fieldwork Completed W.O.# 2003-15224 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Important Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: t ' BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 104 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 2 - Crown Colony I BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL ' LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( ##° - ##' - ##.W' or ##.#####°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. i SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION j B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER 82. COUNTY NAME B3. STATE CROWN COLONY 1120294 SEMINOLE . FIL i B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0045 E 4117195 4117195 X 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑'Construction Drawings* ❑ Building Under Construction* . ❑ Finished Construction `A new Elevation Certificate.will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations —Zones Al A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, ARIA1-A30, AR/AH, AR/AO Complete Items C3.-a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space,provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments NIA Elevation reference mark used NIA Does the elevafion reference mark used appear on th FIRM? S Yes ❑ No X a) Top of bottom floor (including basement or endosure) ft.(m) cc o b) Top of next higher floor _. _ft.(m) 9 o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) _. J(m) 00 1 o e) Lowest elevation of machinery and/or equipment w ca servidng the building (Describe in a Comments area) _. _ft.(m) X f) Lowest adjacent (finished) grade (LAG) S J sft. (m) z' m o g) Highest adjacent (finished) grade (HAG) — J(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade d) J o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE ADDRESS. COMPANY NAME CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, t3, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH TELLER ROAD, SURE F ORLANDO FL 32810 SI NATURE DA E TELEPHONE /C-" r l// p 3 407-475.9112 COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the,elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ft.(m) Datum: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions COUNTY OFSEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD , STATEMENT NUMBER 103-75545 � ~� BUILDING '��C' ) COUNTY NUMBER: UNIT ADDRESSo �/��' --__~-_--__-_---- _-_-------__'_------_-_-_---__---_--_-_- TRAFFIC ZONE: JURISDI,9TI0N:,.j/06 CITY_DF SEC: TW SUBDIVISIO�� ACT `��---=-~~~-~-~- - - PLAT BOOKx /./ PLAT BOOH�PAGE: �/�-��<BLOCK: LOT: 7 OWNER NAMEii ADDRESSM6'V ~/�/ ^�//���--N��u~��=����x-_�c�'��4.w4�r�|+�-4.-~�u�-���-L�_--__--_- APPLICANT NAME: --_-_--�-1/---_----------__-----_---.... ------------------------'--- ADDRESS: ~--_---_-__Jf------'^-_--___ _--_--__------------------------------- LAND USE CATEGORY: 001 - Single Family Detached House TYPE USEo Residential WORK DESCRIPTION: Single Family House: Detached - Construction _----_-.... .... ---__... .... ... --__-_---_--_--__-------_-__-_--_-_--_-------_----_---_~-----_- PEE BEhEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DEGC.' UNIT OF UNITS --_---------__--_---_--__-_-----_------_-_-------------_---------__-------_----- ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 � LIBRARY CO -WIDE O dwl unit $ 54.00 - SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.00 STATEMENT RECEIVED DY:^�� /�� r�_ __ -PRINT PRINT NAME) AMOUNT DUE $ 2,285.�0 SIGNATURE _~ NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND , EN8URE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PGRSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE: RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFIC[: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: PAYMEHT SHOULD BE BY CHECK OR THE STATEMENT NUMBER AND CITY LEFT OF THE NOTICE. CITY OF SAKFORD BUILDING DEPARTMENT 3O0 NORTH PARK AVENUE , qAqqORD. FL 32771 '^ MONEY ORDER, AND SHOULD REFERENCE BUILDING PERMIT NUMBER AT THE TOP " =THIS STATEMENT IS VALID ONLY IN COJaUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** ' CITY OF SANFORD PERMIT APPLICATION 1 7__P�Ap Permit #: ©� ' C� Date: June 17, 2003 Job Address: 104 Crown Colony Wax Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 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: 2,288 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0020 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road Suite F Orlando FL 32810 State License Number: CRC058496 Phone & Fax:s4Q71475-9112 Contact Person: Laurie Pellegrino Phone: __�(407�,659-3719 Bonding Company: _ Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: 40( 7) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (497) 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. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this pemrit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. w 6/17/03 Signature of gent Date 6/17/03 Signature of C or/Agent Date Russell Keith Summers Russell Keith Summers P ' caner/Agent's Name Z"St] 6/17/03 7/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date V. of slay DEBBIE TIME of ri pEBBIE TIME NOTARY Cf My Comm Exp. 2/5105 oy My Comm Exp. 2/ra/o5 N PUBLIC NOTARY p # No. CC 999378 N PUBLIC No. W 999378 Personaay Krwwn 1 l ottw I.D. Perwnal4' Known I l Odwsr I.D. '111 Owner/Agent is YX� Personally Known to Me or Contractor Agent isX_ Personally Known to Me or _ Produced ID j L) " 7 _ Produced ID CJ ~ APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (initial & Date) (Initial & Date) (Initial & Date) Special Conditions: " L,LA4 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number:Q_R _�_Q? Date: The undersigned hereby applies for a permit to install the following electrical: Owners Name: Maronda Homes Inc., of Florida Address of Job: Electrical Contractor: DANIEL G. IrUG Residential: _ � Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service QO New Commercial: AMP Service Chan a of Service: From _ AMP Service to AMP Service Manufactured Building Other: Description of Work: A lication Fee: $10.00 TOTAL DUE: S'40 By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. p cant's Signature EC0001663 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: 104 Crown Colony Way Lot: 2 Panel: 4 Mechanical Contractor: GARY CARMACK Residential ----J/ _____ Non -Residential Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number:o _9�,__ a c%�" Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 104 Crown _Colony Wad/ L_ot:2 Panel: 4 Plumbing Contractor: _______WILLIAM T. SELF __. Residential: _ _V/_ -- _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $S2.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. --- ZJ11 ---------- Applicant's Slonature CFC057039 State License Number Laronda Homes ===jJ AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTHIE'LLER ROAD, SUITEF • ORLANDo, FLoRiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY ❑x CITY OPSANFORD G ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on rpy behalf in order to apply for and/or pickup building permits. for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 2 104 Crown Colony Way. vp RUSSELL KEITH SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. IOXP-"Iy DEBBIE TIME • MY Comm Exp. MIS No. CC 999378 Known t f otlw w. NOTARY PUBLIC CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc OECLERK OF CIRCUIT COURT CMXTY BK 04949 PG 1613 CLERK'S S 2603093916 RECOM e6193/21111113 1114:17:13 oM REMIN6 FEES L IS RECORDED BY N Nolden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0020 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 02 104 Crown Colony Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America NA 750 S. Orlando Ave. 0102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) O 2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kempf Title, 200 W. 1" St., Sanford, FL 32771 Fax: 407.330-5062, Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates 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 KEli6W&MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of , 2003. WWI Notary Public DEME TIME My Comm EW.?/W vLKI1I`lLI) (;UPI rustic No. CC99937d MARYANNE MORSE IP,+ .IvyKn&.n II00W10. CLERK OF CIRCUIT COURT SEMINIOLE COUNTY. FLORIDA CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 2 Subdivision: CROWN COLONY Property Address: 104 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). M c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 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 377 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2l2$$S.F. M 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). IM 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. 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: Tuesday, 3une 17, 2003 SIGNATURE: (By Owner or Authorized Agent) PLOT PLAN for. MAROND )MES. INC. DESCRIPPON: LOT 2, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 7G thry 76 PUBLIC RECORDS SE 41NOLE COUNTY. FLORIDA LOT 3 in b FLOUR EL MUST bi: 1 F" OF ADJA�.... i LOT 35 NEW UP5ALA PLAT BOOK 1. PAGE 67 NOOOOG' 19" W GO.00' 20' D.E. b CONCRETE BLAB C 10.00' 40,00' to MODEL: ARLINGTON W (3-2) BLOCK 4 FINI5MED FLOOR ELEVATION -45.94 "A ' DRAINAGE TYPE: �. WITH 10' x 30' CONCRETE PATIO In s' 10.00' 10.00' IV ooFlcxETE " AT °R'� N Rc V 10' U.E.) S OOOOG' 19V GO.00' N _ CROWN COLONY WAY N0O*W l VW 0' v 10' 20' GKAFMIC SCALE LOT 1 NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERUNE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING NOOb6'19'W ' MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25• 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' REAR: HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA 75' J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE UES IN ZONE » X SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE'FIELD. EFFECTIVE DATE: APRIL 17, 1995. THIS IS NOT A SURVEY. MAP REVISION DATE. LOT 2 CONTAINS (SUBJECT TO CHANGE) 6.900 SOUARE FEET/0.158 ACRES +/- THE UNDERSIGNED AND CAVONE, INC: LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY. SETBACK LINES AGREEMENTS AND OTHER MATTERS AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREV I A TIONS/LEGEND: P.T.-POINT OF TANGENCY P.1.-POINT OF INTERSECTION CONC-CONCRETE W.E.-WALL EASEMENT F.E.-FENCE EASEMENT L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CN�K P.C,-POINT OF CURVATURE . L. .-LICENSED BUSINESS A% -AIR CONDITIONER PAD QR-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENTTH CH,BRG= ORD BEARING S.&I.E.-SIDEWALK & U71LITY EASEMENT D.UASE-DRAINAGE,UTILITY ?CCENTRAL &DELTA ANGLE) DALI.E.-DRAINAGE & UALITY EASEMENT SIDEWALK EASEMENT e7',ZDA A TONE INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-3499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE S►cAUTLAQE AND RAISED SEAL OF LICENSED SURVEYOR AND MAPPER + REVISION DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.507J PLOT PLAN S 3 —,L CARD FILE: CROWNCOL2.DWG 2003-59G 1 FORM 60OA-20QI 4 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A i Project Nam ARLINGTON 3BDR Builder: MARONDA HOMES Address:ID4 crMil cang Permitting Office: City, State:$p11�,, F(, Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family I — SEER: 11.00 4. Number of Bedrooms 3 b. N/A _— 5. Is this a worst case? _ yes — 6. Conditioned floor area (ft°) _ 1875 fl c. N/A 7. Glass area & type — a. Clear - single pane 196.0 ft — 13. Heating systems b. Clear - double pane 0.0 fe — a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' — HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 fe b. N/A — 8. Floor types — a. Slab -On -Grade Edge Insulation ° R-0.0, 198.0(p) ft o, N/A b. N/A — — c. N/A 14. Hot water systems 9. Wall types — a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R-4.2, 1132.0 ft' _ _ EF: 0.93 b. Frame, Steel, Adjacent Ra11.0, 196.0 ft' b. N/A _ c. N/A _ — d N/A _ c. Conservation credits — e. N/A (HR-Heat recovery, Solar — 10, Ceiling types — DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 ft' _ 15. HVAC 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: Unc. Ret: Unc. AH: Gauge Sup. R-6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) j Glass/Floor Area: 0.10 Total as -built points: 25898 PASS Total base points: 26178 I hereby certify that the plans and specifications covered Review of the ph by this calculation are in compliance with the Florida I specifications co, Energy Code. I calculation indice PREPARED BY: with the Florida E ! DATE' Before constructi I _ this building will t 1 hereby certify that this build' , as designed, is in compliance with compliance with the Flori n ray Code. i I Florida Statutes. OWNER/AGENT: ' ILDING OF DATE: JUN .. u J­ PATE: EnergyGauget2 (Version: FLRCPB v3.21) FORM 600A-2001» SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1631.1 Single, Clear SE 1.0 8.0 40.0 56.64 1.00 2256.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear NW 1.0 8.0 15.0 37.74 0.99 562.2 Single, Clear SE 1.0 6.0 5.0 56.64 0.97 273.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear SE 1.0 6.0 40.0 56.64 0.97 2188.4 As -Built Total: 196.0 9960.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196 0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent Exterior 17.0 1.60 40.0 4.80 27.2 192.0 Exterior Insulated Adjacent Wood Exterior Insulated 20.0 17.0 20.0 4.80 2.40 4.80 96 0 40.8 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type lUnderAtfic R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 19.0 2085.0 2.82 X 1.00 5879.7 •• .w. loro.v 3993A As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8-6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90-6316.2 Raised 0.0 0.00 0.0 ---- • 5295.4 As -Built Total: 188.0 -6316.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 600A-2001, SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 35736.6 Summer =uilt Points: 38097.4 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 35736.6 0.4266 15245.2 38097.4 38097.4 1.000 1.00 (1.087 x 1.150 x 1.00) 0.310 1.250 0.310 0.950 0.950 14025.2 14025.2 EnergyGaugeT" DCA Form 60OA-2001 EnergyGauget/FIaRES'2001 FLRCPB v3.21 FORM 600A-2001 , WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 9.22 1.01 298.1 Single, Clear SE 1.0 8.0 40.0 8.34 1.01 337.3 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear NW 1.0 8.o 15.0 12.23 1.00 183.2 Single, Clear SE 1.0 6.0 5.0 8.34 1.02 42.6 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SE 1.0 6.0 40.0 8.34 1.02 340.7 As -Built Total: 196.0 1871.2 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.E Bass Total: 1328.0 2616.8 As -Built Total: 1328.0 4199.9 DOOR TYPES Area X BWPM = Points Type ' Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: -376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM Points Area X WPM = Points 1875.0 -0.28 -525.0 1875.0 -0.28 -525.0 EnergyGauge® DCA Form 600A-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 FORM 600A-20Q1, WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: . , , BASE Winter Base Points: Total Winter X System - Points Multiplier 5165.4 0.6274 PERMIT #: AS -BUILT 5165.4 Winter As -Built Points: 8159.4 Heating Total X Cap X Duct X System X Credit = Heating Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 3240.7 8159.4 8159.4 1.000 1.00 (1.078 x 1.160 x 1.00) 0.474 1.250 0.474 0.950 0.950 4594.7 4594.7 EnergyG&UgqTM DCA Form 600A-2001 EnergyGau9e®/FIaRES'2001 FL RCPB v3.21 FORM 600q-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 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 15245 3241 7692 26178 14025 4595 7278 2589$ EPASS:D EnergyGaugelm DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCPB v3.21 FORM 600A-2001 , Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 c m1s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windowstdoors & 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 Penetrationslopenings>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 that is sealed at the erimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4C rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside Vinstalled a box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from oned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. _ - - --- —. -...• - - - •- ••••.••-,.•.... ... % — noel ul CAuvwutsu ov an restaences. COMPONENTS SECTION REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements In Table 6-12. Switch or clearly marked circuit CHECK breaker electric or cutoff as must be provided, External or built-in heat tra re ulred. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons Der minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts In unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se grata Allaccessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeVFIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.4 The higher the score, the more efficient the home. ELECTRIC, , , , I. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single family a. Central Unit 3. Number of units, if multi -family _ I 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? ye 6. Conditioned floor area (ft2) 1875 W c. N/A 7. Glass area & type a. Clear - single pane 196.0 ft' 13. Heating systems b. Clear - double pane _ 0.0 W _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft, d. Tint/other SHGC - double pane _ 0.0 ft2 b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0198.0(p) ft c. N/A b. N/A — c. N/A 9. Wall types 14. Hot water systems a. Concrete, Int Insul, Exterior _ R�.2, 1132.0 ft' a. Electric Resistance b. Frame, Steel, Adjacent _ R=11.0,196.0 ft- b. N/A c. N/A d. N/A e. N/A _ c. Conservation credits 10. Ceiling types (HR-Heat recovery, Solar a. Under Attic _ DHP-Dedicated heat pump) b. N/A R=19.0, 2085.0 fe — 15. HVAC credits c. N/A — (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts HF-Whole house fan, a. Sup: Unc. Ret: Unc. AH: Garage _ Sup. R=6.0, 150.0 ft PT -Programmable Thermostat, RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed CodF compliant fe tures. Builder Signature:'" Date: Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr SEER 11.00 Cap: 40.5 kBftAr _ HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, *NOTE: The home's estimated energy performance score is only available through the FLAIRES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE Energy. Starmdesignation), your home may qualify for energy efficiency mortgage (EEM incentives if you 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) N lf') Cr) N 6 Z a Wagnc WINDL OAD SPECYICA TIOIV 0108 jjaiton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 T-O' MAX WIDTH 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: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION, 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STYE bQ, T-I RE AND IN ACCORDANCE.-.01 :r r "1lR NT BUILDING COPES�;F0mr9liT. �' ,RcADS LISTED ON Approved: ; 345 A06SON OR:; PEN5;�66IA; FL 4:if 4 _ �ti. • .:: FLORIOA' EiiT mF AndN f NO•: GEORGII P,EkT1FICAJ1ON NO.'018 is ".4"z NORTH,CAR0Wt0 ,CER.IIF1tAt N' NA`Of3836 13 GA HORIZ ANGLE I. 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT do (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). s/16x1—s/e" LAG SCREW AT EACH JB—US BRACKET e 054" VERT TRACK 1/4-20x9/16" TRACK—\\Ll BOLT do 1/4-20 HEX NUT AT EACH JB—US BRACKET I N GP rION CODE.- 07v08 I REV- P I WM 9 ' x 14 " MAX 44 PSF 1 OF 4 TRACK, END HINGE, TOP BRACKET REOUIREIENTS 1/4-2Ox9/16" TRACK ° \ BOLT & 1/4-20 HE NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-2Ox5/8" TEK SCREWS (P/N 141668) r� 14 GA WIDE BODY HINGE V o (4) 1/4-2Ox5/8" SELF —THREADING SCREWS (P/N 100320) 1/4-2Ox5/8" SCREWS ENO HINGES 9. 20 GA °Q• — _ BAR " dl\WIDE BODY HINGE —(P/N SEE BILL OF MAT'L) LH ENi MACE RH END HINGE NYL0V1!ROLLER (P/N 2 70791) \ 80TT+jR BRACKET % (P/ H-2.70 54 & LH-21OA5) (31•1/4-2 x7/8" ,TEK CREWS �(P, N 160507 Approved: W.S. Wilson, P.E. 3395 MOISON OR, PEI4SACOLA. FL 32514 FLORIDA CERTIF1CA11ON NO. 0048489 CEORCIA CERTIFICATION N0. 018519 NORTH CAROUNA CERTIFICATION NO, 023836 Date: OPT/ON CODE. 0108 REV..- P 1 /2.. .(20 GA CENTER 16 GA END STILES STILES) WM9'x 14' MAX 44PSF T-2 Oc'- 4 ` U-BAR L OCARONS 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'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN F 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE 111i1h:71tf:/ rl:.:. Approved: T395 AliD150A10 , FEit$+I�OIi� Ta325,j } ;. FLORIDA ;CERTIFICATION NO. CEOFWA CERTIf)0TI,ON'?RO'.•�1Ma51A v."': "• FORTH .'reMUNA CWtICA bN NO 'Q X,* e o e r, i ;•��,. a�, . Date: 3.- �'� a •(. , • �t' ,� . Eop TION CODE i'C� y i�' • REV. P Wild - 9 ' x 14 r MA o 4 4 � 1 OF 4 Wind Load Test Report Report # 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 specificatiTs outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 l%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: 1. WayneMark 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 l6ga 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•Ah' Wem;:QA13(Q127). APPROVEDOP-n... �.L�O��!i� •'.' Based on ofhei''ies �j��t`og qua alefjG:'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name:- W.S.•WAson,;l5� z 3395.Adaisor Dr.; P4r-cg(a;:Fl �l4...,,, Florida Cer4';TIv.0A�18 Georgia Cert�Nb,,tjt8S•G9-',j North Carolina CprC Nd. 6)) 7,1,�� •.r ®BARGE COUNTY DDIIS" 10N Wayne Dimon MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OA0 SIOMFICA TION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS, 27 PSF NEG. 29 PSF NOTES: 1, GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE 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''THJ= LOADS LISTED ON THiS.G 4VVINtay, r.a _ _ , i t t Lil a Approved: 1 ! Date: - —:28-0 13 GA HORIZ ANGLE f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xi-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & . 1/4"-20 HEX NUT AT EACH is —US BRACKET (1) J8—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION, 067" VERT TRACK ' (1) is —US BRACKET LOCATED • ` ;� r,"' AT EACH ROLLER LOCATION -;-F--� EXCEPT TOP BRACKET ROLLER (P/N 125139), APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" RIM., 1 04 v, r .� OPrION C�a ,C.rb �t � RED• P1 WM 16' x 14' MAX, +27 -29 PSF 1 OF 4 m _TRACK, END HINGE TOP SRACIKET REEGIUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS F (P/N 141668) �.0 r 4, "ARROW BODY HINGE irk e+t (4) 1/4"-20x5/8" SELF —THREADING SCREWS 2" NYLON ROLLER (2) 1/4"-20x5/8" W/ 4 1/2" STEM TEK SCREWS ALL / (P/N) 108135 END HINGES �+Q 1 WIDE BODY ;'7/16" PUSH NUT AT EACH HINGE (P/N SEE ? .AROLLER (P/N 243341) 81LL OF MAI-L) r LOCATED .25 MAX BETWEEN f f 'PUSHNUTS AND BRACKETS 3" 20 GA tyOR HINGES U—BAR HINPF RH END HINGE (3) 1/4"-2ox7/8" TEK SCREWS (P/N 100507) Approved: W.S. Whon, PZ 3395 ADDISON OR, I*DrAW" FL 32514 I F1.AR10A CER11F1CA110N NO. 0048489 q GEORMA CER17F1CAPON NO. 018519 NOFM OYMNA COMF1CA110N NO. OUM36 Date: q--2 9- o ( —1 /2" BOTTOM BRACKET (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES OPT/ON CODE, 0110 11 REV' P1 I WM 16" x 14" MAX, +27 -29 PSFI 2 OF 4 U-BAR L OCA .%IONS 12'-6" THRU 14' HIGH DOORS NOTE; W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN a } 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN ..- I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: :-wz a ' 30 ,�ODIXN DR.^P£N FG`�231ir+. �ryry�11CG��T�p0yy ��qq. ��1gA8 _ �EORC�Ap'�C��pfi�f�4FICAi1QF1�1�S. bgqlyy$5� or '�j •. - `f' ND�Iiii3WIr ,� E OF'N� 023836 +" o q a q e Date:'-;.o� .:• ��; ,•,. O.. P OPTION C`bd �,,,�?1i t°l t`� REV P1 WU 16' x 14' MAX, +27 -29 PSF J OF 4 =Y . CENTER STILE & INTERMEDIA.TE HINGE LOCATIONS Im 14, 12' 10' f Approved: ORANGE COUNTY BUILD �'�'" a W.S. Wilson, PE. ��. i%. 3395 ADDISON OR.. PENSACOtA FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORCIA CERIIFCATION No. 018519 NORTH CAIMNA CERTIFICATION NO. 023WS Date: OPTION CODE.- 0710 1 REV P1 I WM 16' x 14' MAX, *27 -29 PSF I 4 OF 4 L Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REO 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; Product was installed witli 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 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: Febniary 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 bottomastragal 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. S..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 S1AiMARITY- 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 io 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, QuestioA rid Ans�vefy,�GAIS(Q127). APPROVED—bPTIOtd$ t r 1 r. ' • '� '�.'; �, Based on o er tos b uuminum Louvers and Styrene Window Frame Assembly per test number 020501. W.S. Wilson, E. 3395 Addison.f3r„'Pen�acol�; Ftt,5i�3 Florida Cert Ncr�,�tS�t g Georeia ezx //• ai -zw Wa ne DN MODEL: STYLE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEICH RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC ## AL - ALL 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. 25 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. MASTER PLAN 13 GA HORIZ ANGLE •I 0 I .054" HORIZ TRACK—,�'°� I I • I (2) T/4--20x9/16" TRACK BOLT & (2) I 1/4-20 HEX NUT i DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 7. OPTIONAL - .080" (MIN) ALUMINUM (1) J8-US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE _BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. d z a Approved: W.S. Wfton, P.E. 3395 ADDISON OR., PENSACOIA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROU14A CEATISCAi10N N0. 023836 Oate: 5'-2 9 �o 5/16x1-5/8" LAG SCREW AT EACH J8—US D BRACKET q 054" VERT TRACK 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8-US BRACKET OPTION CODE 0708 1 REV- P1 WM 9' x 14' MAX 44 PSF 1 OF 4 TRACK END HINGE TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK \ BOLT do 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) r� 14 GA WIDE BODY / HINGE b° (4) 1/4-204/8" SELF —THREADING SCREWS (P/N 100320) SCC # o -onto MA i (2) 1/4-204/8" TEK SCREWS • q ALL END HINGES t(P/N 3" 20 GA U-BAR WIDE BODY HINGE SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET \ (P/N RH-270354 do LH-270355) �. TEK SCREWS �• (P/N 100507 Approved: W.S. Mr1s°n, P.E. 3393 A00150N OR . POWMA. FL 32514 FLORIN CERTIFlC.1T10N NO. 0048489 GEORGU CER11FlG lON NO. 018519 NORTH CAROUNA CFJt71FIC ON N0. 023838 -0/ Date: q --28 11 �I 0 (20 GA CENTER STILES) OP77ON CODE-- 010$ 1 REV. P1 I WY 9' x 74' MAX 44 PSF 1 2 OF 4 • U-BAR L OCA TONS NOTE: . MAXIMUM SECTION WIDTH IS 21" Approved: 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 S 'v( 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE ws WIN. P E 3395 ADDISON M. PENSACOLA. FL 32514 FLORIDA CFR IMATION NO. 0048489 GmRm cERnF1CA11ON NO, 018519 NOM CAROLINA CUMFICA110N N0, 0=6 - Date: q _ z 8 _ of OP17ON CODE 0108 1 REV- P1 I WM 9' x 14' MAX 44 PSF I J OF 4 Wind Load Test Report Report # 0108P I •TFST REQUIREMENT• February 1, 2001 ie 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 518" 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 640 F. (ODUCT DESCRIPTION: _ I. WayneMark Model 8000, 9x7, 4 section. G Soo IExterior skin has minimum of .0175. The minimum yield stress is 33 KSI. P��` 1� 3. Standard bottom astragal and retainer. �AST� 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 McDowelI (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 a uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Arne• W.S. Wilson, P.E. 9-2e-6� 3395 Addison Dr —Pensacola, FL 32514 - _ Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 0 T; f.0 rn CV 0 z W-ayino Banton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPE`CIFICA TION 0110 WAYNEMARK 8000 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 SSS 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 YIELO OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r• Approved: W.S. Afilsan, P.E. 3395 AOOISON OR., PENSACOIA FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. M519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: f-29-01 APPROVED SIZES: & 8100 16'-0" MAX WDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" S^ c # O� _ �� 1M, TzF 067" HORIZ T (2) 1/4"-20x9 TRACK BOLT & 1 /4"-20 HEX 5/16"xl-5/8" L SCREW AT EA JB-US BRAC8 DRILL .281 OR 9/1 HOLE IN TRACK F JB-US BRACI< ATTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JB-US BRACKE LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT TC SECT10 067" VERT TRA (1) JB-US BRACKET LOCAT AT EACH ROLLER LOCAT11 EXCEPT TOP BRACKET ROLL (P/N 12513! OPTION CODE- 0110 1 REV- PI I WM 16 ' x 14 ' MAX, f 27 — 29 PSF I 1 OF 4 TRACK, END HINGE TOP SRACKET REQUIREMENTS SCC# 02-0V4 MASTER PLAN 1/4"-204/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE ' � I (4) 1/4 20x5/8" SELF -THREADING SCREWS / (2) 1 /4"-2Ox5/8" 2" NYLON ROLLER W/ 4 1 /2" STEM / 1 Q ® TEK SCREWS ALL / END HINGES o Q (P/N) 108135 I 0® I I ®8 �.• WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U-BAR LH END HINGE RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) /17 Approved: W.& wamn, P.E. M95 ADOWN DR., PeaACOU, FL 32514 FWRMA C8r*rAn0N No, 0048489 GEORGM CEn VICATION NO. 018519 NOM CAROL INA CERI M71ON NO. 0=6 mate: 4'-29 - of BOTTOM BRACKET j' (P/N RH-270354 & LH-270355) 111111111 L 20 GA CENTER STILES 16 GA END STILES OP RON CODE 0110 1 REV- P1 I INM 16' x 14' MAX, +27 -29 FSF 1 2 OF 4 • 101 11 U-BAR L OCA TIONS NOTE 12'-6" THRU 14' HIGH DOORS' 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-8ARS LOCATED AS SHOWN SCC # �2-oo G MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSl U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN m I I (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson. P.E. 3395 ADDISON OR., PENSACOL& FL 3ZS14 FLORIDA CeimnCnow No. 004M GEORGIA CEIMICAT1ON NO. 018519 NORTH CAROUNA CERtIFi MON NO. 023W& Date: q -.Z&. 01 OPRON CODE.• 0110 1 REV P1 I WM 16' x 14' MAX, +27 •-29 PSF 3 OF 4 CENTER STILE & INTERYMA TE HINGE L OCA TONS CC # O yea ,e' Oi ASTER PLAN 15. 14' 12' 10, Approved: ws. Wh4m P.E. 3395 ADDISON OR- PeekcoL& FL 32514 FLORIDA MMFMTION NO. 0048489 GEORGIA CMTFMTIoN No. 018519 NOm CAROLINA C€]mirrA11oN No, 023MS Date: g- Z B -01 OPTION CODE.- 0110 1 REV P1 I WAW 16' x 14' MAX, +27 —29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 eTEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows M 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 9 TEST DATE: February 22, 2001. Temp 71° F. ._'_RODUCT DESCRIPTION: S C C # 4.Z - 00 6 1. WayneMark,Model 8000, 16x7, 4 section. MASTER P 2. Exterior skin has mm inimuof .0175. The minimum yield stress is 33 KSL LAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-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 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, trick, 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 onerjIeM,,uivaI . Aiuninum Louvers and Styrene Window Frame Assembly per test number 020501. blamer _ W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georttia Cert No. 018519 Master Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist 1. Sufficiency Review Manufacturer Name: Norandex/Revnoids Distribution Model Number(s): 1 N4" and 1 "x3" Aluminum Mullions Contact Name & Number., ChristODher M Fuertsch — (407) 667 9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. if. Governmental Product Approval: Agency initials/Date A-gency Initials /Date Brevard, County of Melbourne, City of Cape Canaveral _ Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/f5/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,, City of Lake, County of SN 3 26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 - Page 1 of 2 NORANDEX PAGE 29 .- • a 4 4 4 4 !A '^o CAULK TOP OF MULL #10 X 3/4- TEX SCREW - t ABM WINDOW #10 x 3/4- l TEX SCREW �1 1 CAULK BOTTO OF MULL PRECASTED-1 .5'II L r� lmm-1 -51;'E CHART FOR FASTENERS 1-1/80 WINDOW HEAD 19- 5/8 7/8' 'X3 ML' ION (XFLA-26-1) O 2 lx4 MULLION (XFLA-39) MULLIONN ANCHOR CIdP SHEET 16 GA. GALV. 3'71' 800 LB. MAX MAX CAPACITY 7/8' IX3 MULLION XFLA-26-1) r-lx4 MULLION (XFLA-39) I WINDOW I SILL 3/8'MIN. Dir>D D t>D © �- 3/4"MAX SEE CHART FOR 53- A UNIT VERTICAL MULLION SCHEDULE OF :TYPE MiTLT ION H IGHT 1 OGN PRESSURE TYPE OF CLIP V q INCH 36 PSF FLA-45 NUMBER AND TYPE OF FASTENERS b, 4 V 26" 3_8_-1%4� 1.0 z 3:0 __ 1=0' x 3.0 -- pK ---pK--- 4 _3 16_6 _z__1_-1 2 TAPCONS � � ae o c _ Z8, - --- ---i--° Y s.0_ --- OK -- 4 4 3 16�' X 1—i 2' TAPCONS -T z-----T —Jgg �' E~, �1 76-3 4. OK--- 4 x 1—J2a TAPCONS —3J1B0'_g_ �j 1.0 OK--- 4 1_ JA—TA—p 3 Idj' x 1-1 2 TAPCONS tq 8 4 4 _3 18_� x 1-1 2 TAPCONS d---- a------ _3J8W x 1-1 2 TAPCONS �C ti �' 3.0 -- — --- 1.0 --- 0$ --- �K-- 4 4 J8; _x _i—J2 TA_PCONS x TAPCONS 26' z 3.0 a 3.0 OK 4 _J80' _1—J2" .-------- 3 160 x 1-1 2 TAPCONS ; �. � !8_-1 J4� ?8 _,_0 1_0 z 3_. - - -- 0--- ___ fl_K --- OK-- 4 4 _3 i6_0 x 1-1 2 TAPCONS 3JW� g 1-1 2" ---- APCONS p° o; N I� ►� a d - 63 -- 3._'0 - - --- 1_0 x 3.0 --- pK - 4 x-----Tw J6� X 1_ J2 T_APCON_S q 1", y -" B-3 4 --- 1.0 x 4.0- -- OR --- OK--- 4 4 „-__ 3 ISO x i-1 2r TAPCONS ---- 1 _ ; 28" �11 1 4' T 1_0 x 3.0 --= l.o s."o ___ �K___ 4 40 X 1-1 2' TAPCONS 3 18� x 1-1 2 TAPCONS a p e'r s 0 5 8�' - 4 -�---- _3f 6� z 1—i 2T TAPCONS 83Z_ _ g 3.0--- ---OK--- --- OR--- 2—j4�_s_1_—_1 2 2'._T_APC_ONS_ 1�0� 2'_TAPCONS o OR 2 1 4�'ru 1-1 2'' TA'PCONS JJ—.D.A R.OsA.F. NAME:!=AL7ffUMR �ir Z ]MASTER LACE # _'7 D V,�D L> . FASTENERS - NOTS3 1) AR ALUUMM EXTRUSIONS ARE ALLOY 808/3 Te. CHARI.ES A 'PA Ett1. P.S. 2) O C THERE OLEEGG. TIIEOrmQ/oN SHALLIBS•) FL REG. ENG.,# 4p121 PLACED ON MULLION CLIP CENTERLINE. DATE 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH o 3.000 PSI AT 28 DAYS. NORANDEX PAGE 30 xorEs; . ALL 11 OR Ei09 M ExTRusEoxs ARE AEIDY 6083 T(t, HORIZONTAI,Imm THERE MULLION SCHEDULE z) o oxE: TAPcox 1/40' x 1-1 /27 SINGLE UNIT ypE :OF li,LION TYPE OF CLip PLAM ON N� .� Tel CON sEEAL1 gE. WINDOW WII3DOW. DESIGN pRESSURE 9) coxclE m COMP CEi1TER1INE WIDTH MIGHT, NUMBER AND AT 28 DAYS, EtEssEvB STRENGTH - U00 P3E INCH INGH 35 PS1� FI.A TYPE OF FASTENERS CH,1ttLS4 A. I►AG F' RM ENG. 1 49121 DATE: 3/21/02 COAL FIABM)A B.O.A.F. MANUFACI WEK .NAME: MAS' M FILE # 110 x 3/4" TEK SCREW . DW SILL, SH HEAD 3s26* 1 4' �� __ .1,�U x 3 0--- 1_0 x 3:0 --- OK _- 4 3. 60 x 1-1 2 T, 19-1/8 50-_5Z8 x --- OK--- 4 �__-_ _3J60 g 1-J2' T, ___'1.3 _'-- x s`fl OK 4 -J6'_x 1=J27 T, 76B3" ___1.0 3 4 __ l:b x 3:0 -- _ OK--- - 60 a I-1 2'-- Ti 26` LD x 3rO 0K OK___ 4 _J 3 16�„ 38L1 4' _'_- 2B-1/2`5a gam' - U^_g 3 0--- --- --- OK---- 4 4 _S 1B _g__i-1'2 T� -3J60�-x 1=J2- T! _- 63 ---1.0 - 1.0 x 3:D -- -- OK--- OK 4 _sJls� x 1-1 2' T1 -. - V x 3,0 `- --- 4 3J80 x 1-�2� T� 1.0 x 3.0 OK --- OK 4-3 4 16ex 1-1 2'r T) 3 160 -x i-1 37' 50 5 g� --- `- Z-- 1.0_�x 3 U-_-- _ ----' __ "OK-- 4 .----2 T1 i-f2`Ti4 _3 16- -_ -_ 4 _x 3JB0" x 1-1 TA - LD x, 3 fl --OK OK--- 4 -3 TA 2B` 1 0 x 3i0 _ _ s 9 0 `_ - OK -_ _ _ 4 4 _3 a 1-i 2TA 160 x 1-i 2 TA 63-1/8` 5U_ 5" 8' _`_ ---1.0 .,0 __ OK--- 4 3 18�_` x v-- 63` 76_g -• ----- _x_•3.0--- __ --- OK--- OK ------ 2 _1 2 _1-1 4iA- x_i-_1 2�''T_A_P 1140" lx3 MULLION (VIA 26-1) Liu x 3.U'-- 2 -1 _a_1_=1 2-`' TAP 40"- x 1-1 2,. TAP ix4 MULLION (M-A 39) (7CK1�-2B-i _�. _ ) lx3 MULLION DW � +lvishl`111L' A PAGE 24 Ai j U�lER NAME i T(2)/10/z OR 3/18'4 x 2--TAPCON 3/4` THRU 1 BY BUCX (SHOWN) WITH A 1-1/4" MIN, EMBEDM[SNY II(10 MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (Z) #10 x 1-3/4' Ffi-8M3 11170 .2 : BUCK SEE ELEVATION FOR ANCHOR SPACING. B2W 10 x 1 3/4` PH—Sms Om 2 �jC WITH 1-1/2" MIN• EMBt • SU XXVATION FOR ANCHOR SPACM6. WOOD BUCK M. R �. do 80.0 D.P.. OP'PIOY AL MOOD BUCK - 14I 46 4Q ' 48 57.5 48 57.5 S" a0' 6T.6 S'7.5 P 110' s (t� S5.7 aa.e 5&7 Oa.a ra" � (4) +a 4s � 45 44 49.E 45 412 � ae� ta) al5 6S6 534 56,4 as' Ia•a) tu.a a4.5 as.b 64.6 IN PAR33M II>1tiC� )O As REQUIRED TYP. JAMB. SE( t M SHDa (SH012 11(UDD TRACK AS REr�vIRED 1 BY 2 �Y _ (2) 3/18'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC, FASTZM SEE ELEVATION FOR ANCHOR SPACING. NOTM 1 SHIM AS REQUIRED MAx SHIM[ STACK I/4 e 2) ALL ALMMUM E3MMIONS ARS ALLAY BOBS—T5• a n 4 3) USE HIGH QUAUTY TYPICAL� B 0 WINDOA Hi e 4) C THICKNESS BASED ON TABLE E1300 GLASS E ,� • •. AND MAY VARY DEPENDING ON sIZ& 5) THE PRODUCTS NSIBIIlfY FOR 3YON or NORMEx TO MEET ANY APPLICABLE •LOCAL . LAWS. HEADER RI comm. ofmn4mcgs OR OTHER SAF$TY AND sILL SECTION RssT SOLELY WITH THE ARCHtTECT TYP. 1 B BUCK 7) coxcliNsiltWNER OR CONTRACTOR. AT 28 DAYS. ESSIVE STRENGTH'• 3,000 PSI � ai 59am GtJS3 DoanANCADaS p W E LOAD Na ar NO: aPms �JAAIM - ANOWM AMMRS A >SDsa >! eaAn rr Tltdlt6 [ A A so a w1• 88.7 $9.4 JAMB 24 6 147.aT5' � 511.7 99.4 ao to a Pa.S• (4) ea.i a0.4 24 5 y 4 V 1e a 8 132.76p'. OL7 77.4 4 e "J I I11aT.i' �" W) ee-7 aS0 t® a n+ 2p a a 76.5' - ia.7 a36 to a 6 r^I 17) to to 0 esa25 so (2.5) 7aa ail 7e.a as a A +� ao 10 YM' �. . so to a ,+-•j o W 24 _ 147.57$an �� so to (/� C�1 le st to Da.S' (4) go t'4 to fO to �. �. to to 162.?60* ttLS/a' aa' Y4 t0 , ~ h 1a 1a 76.5' (a) 1Ia 7 71A 647 79.E le to 20 10 to " sa' aSa aSa toto 2a to to i 0 at. SM DI 1561:. sa.e26 (26) �e0.7 D", to lu I �.. 4 11/44"" SHIM --� 9/18 0 z 2-3/4 y ° ft TAPCON OR MIAMI (Q & e e DARE APPROVED CONC. (i z 4 . LION FOR a y ACING. Q_ to Q 24 (tl ° 4 �0 /%1 a �� x PA r x PANEL x PANEL x x x PANEL PANEL PANEL 40 l��H � 7 -i (2BY2)mwa q manx (4BY2)• pW NORANDEX PAGE 23 (2)./i0 x 1-3/4' PH-SMS DM 2 BY BUCK OR WITH, A 1 1/4� MIN�EYHE D�1[H P 1DIB1O BMA�.90NRSH0W SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4- Fil-SUS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. M� "OPTIONAL 1 3/4' PR -ENS D�1r0 2 2 BY WOOD BUCK y BUCK VM 1-1/2" LIN. E183EDMM. SEE ELEVATION FOR ANCHOR SPACING. 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESCAPAI�� PsF N0. OF ANCHOR SCREWS IN FRAME o q a WID7"EIGHT HEAD AND SILL JAMB .� q . EXTERNAL INTERNAL XX XX1C X7IXX ALL cq 30 GIs" x 5w;i " 361xe Y 59�/z " 53.3 55.8 10 16 18 g : �C ul 30 %6" x 791/2-" 49.8 49.7 49.8 49.7 12 18 22 B o 3B Sja x 781/2 " 45 45 10 12.. 18 20 .8 SE IS Boo .18 22 8 FASTENERG GLASS DOOR SUD G 0 ERABLE PANELS C,3 co ti ko , MNITLa A B.O.A.F. �A(; (2) 3/16'0 : 2-s/4' rAPCON OR ML►MI V B WIDTH I N�= i x 1100D BUCK DF�EMM CONC. X n, � �c ----� SEE ELEVATION FOR ANCHOR SPACING. ' r (2) 3/18"1 x 2-1/4" TAPCON OR ML1MI DADE APPROVED CONC FASTENER -9EE ELEVATION FOR ANCHOR SPACING. NOTE 2; ffS =. 1X SMU STACK 1/4`. T�R'MUSIONS ARE AUTAY 6089-T6 9OR TO 1 WALL USE HIGH QUALITY CAill,K BEHIND THICKNESS nM TYPICAL 4 HAM GLASS A� Y BASED DEPENDING ONMSTLE, 6) THE RESPONSIBILITY FOR S'TON .OF N9R+WD PRODUCTS TO MEET ANY AppLIGABI.E F` NQ, ND. Ajj BUILDING CODES. 0RDINANCE9OR OTH3R" gApgR1 REQUIRE#IMM REST SOLELY IITTH THE.ARCHrm BIII MC; OWNER W CONTRACTOR:. 8) Com,Bff COMPRESSIVE STRENGTH - S;pOO PSI AT 28 DAYS (4HY2) tmt_ n, n�am��m w b `A- y 6, 4 ( p 1� �g C N �! .440 6 IQ cU e PAGE 22 f . A i-J/4- Pali S.1iS /1-1/2" MIN. EMBEDMENT SEE EI VAT16N FOR ANCHOR SPACING. smi 11 AND SILL S WOOD FRAME / 10 X 1-3/4` P.H. S.M.S: W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR .ANCHOR SPACING_ -J I ij" ALT. FIN ATTACHMENT UNDER SHEATHING .42 CENTRAL FLORIDA R O:A.F. ACrURER NAME: Ok4,VbBer^ e MAS M FUZ # 3 NOTES: 1) :Smw AS RSQUD2ED. MAX 9HlM STACK 1/4". 2) ALL ��M.:EICIRUSIONS ARE ALLAY 0069-T5 3 USE OR:16: W1T1{ TYPICAL. WALI4 THICKNESS OF 0.62" . .:HIGH.:QtfAWr* CAS 1B 4E1iIND WINDOW FLANGE . GLASS: IM 13ARED ON TABLE E1300 GLASS CHAIM, AND ICY VARY DVE Mc ON 512E 5) :15POi�Si�I6C1'1` FOR SELEC1iON OF NORANDE% PROIZUCTg Tp Hg ANY .APPLICABLE LOCAL LAn BUauING. CODE3; ORDDtAN¢ES OR OTHER SAFETY QL IB NT3 ' 'SOMY 1PiTH THS ARCHITECT 9[)III)ix(i .Ol1NSR. vil 'co IL NOTE `� 'INIIIGAUS' THAT UAL FASTENERS AT HEAD. AND SH:I- W— REO Qn /'10 X 1-3/4" P.H. S.M.S. 7r/1-1/2. �. >s�EDMENT SEE'. ELEVATION FOR ANCHOR SPACING. TYP. JAMB SECTION WOOD FRAME S&4; (TOP AND BO'Pj'OU) 11 10 X 1-3/4' P.H. S.M.S. M/1-1/2' MIN. EMBEDIAW CHARL.EI' 1:, _ g SEE_ ELEVATION FOR FL REC." ENL':. 49121 ANCHOR SPACING: DATE ...3/�7/QiZ 25" 37-1/4 02" WINDOW FASTENER. SCHEDULE 0. AN HORS BRADY SILL No. ANCHORS N SEE NOTE 6 5 PS PSF PS PS PSF PA En W 2 � 2 2 2' 2� 2 � 2 2 2 2 � .W.. Cb A V -� _3 4. 2 2 g 0 q C7 2 2 3 3 fti'41w 3 3• '�' 3 3 S 40 3 3 ca 2 2 3 3 3 9 Chia G2 2 3� 3 33 '-DEPAn;c ///// 4 4 4 4 3 4 5 Cocl �1qn� 4 5 R. 4 5 61 f o O '+ cq s NORANDEX PAGE 10 r 10 X 1-3/4' P.1 I N/1-1/2' MIN. EMBEDMENT SEE ELEVA310M FOR ANCHOR SPACING. I 0 j T ----------------- 10 X 1-3/4' P.H. S.M.S. W/1-1/2" 1I1N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACit pA --- .._..�..�. : LLj-j ALT. FIN ATTACHMENT %10 X 1 3 4"P. ��,: UNDER SHEATHING F x EE ELEVATION sPA�cprG 1/4' MAX - SHIM (BOTH j 10 X 1-3/4' P.IL S.ILS. J. O W/1-1/2' MIX. EMBEDMENT $ j SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILT, SEC IIO N CHARLES L PI .WOOD .FRAME FL REG. ENO. DATE; 3/; CALL ME WIDTH TYP. JAMB SECTION n WOOD FRAME mm NOTES: 1) SHIM AS REQD[RID,. MAX S 2HI1d STACK 1/4'. ALL ALUI(INUy SRTRUSTONS ARE ALLOY 6063-T5 OR T8. }PITH TYPICAL WALL THICKNESS OF 0.62' . QUALITL� .CAUIdC $EHIND WINDOW 4;.Guss DETAT iI FLANGE. AB CHARM AMD 'MASy'VARYEDEPENDll G ONOSPL)LS � 5) THE RESPONSIH[I;l`!'y' FOR SEL MoN OF NORANDEX PRODUCTS TO 'MEET ANY APPLICABLE �// SASH LOCAL LAWS, BUILDING CODIW; 'ORDINANCES OR OTHER SAFETY �O6! 1ER� ilS i SOLELY WTPH THE ARC1iCf y ���� Bulmma DWNSR'OR CONTRACTOR rp.g .6) NOTE • INDICATES•THAI EQUAL FAS7gNgR5 A7 2121 HEAD AND SILL. ARE REQUIRED. a DXTAIL=B. . w nq w c�5 rJ 16 0 cQti� to \cam 1*ti NUKANDEX F PAGE 21 lISA. 111/4" UM. WITH ► IO F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT ANCHOR SPACING. -� SEE ELEVATION POR ` ANCHOR SPACING., O 0 4 4 NOTES: . 1) SHIM AS 2) AIL AI.UMII�Y EXTRUSIONS An ALLOY 6063-75 OR T6 'IITH TYPICAL WALL THICKNESS OF 0.62' . 4) GSLAS3 THIGH CKNESS BASEUALITY D ONET WINDOW g 0A GLASS B 5) .� PoAND MAY VARY DEPENDING ON S12E. NS1BHM- FOR SELECTION='OF NORANDEX PRODUCTS TO MEET :ANY APPUCABLg LOCAL LAl4S, BUILDING CODS, ST .. NCE9 OR` OTHER SAFETY REQUIREIO►N15 RFST SOLELY 1FIT1i THE BUIIAING O'INER OR CONTRACTOR ARCHITECT, 6) A PRESSURE TREAM 'WOODEN ni I :BUCX- :OR MARBLE SRL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED RaTO RASONARY AND SUPPORT THE PRODUCT OVER FITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH ALT. HEADER SECTION TYP. 2 BY BUCK AT 28 .� 5.000 PSI B) INDICATES NOTE • INDICA'1'FS THAT EQUAL FASTENERS AT LL B.O.A.F.• 8/16' N ,,� MA '`1��LWA� NAM: W/1-1/a MIN. N. S1a3EDMEIIT (SEE ELEVATION FOR ANCHOR SPACING) i1%aiP4Ni%� MASTERFnE 3 ' d . CALL SIZE WIDTH e• e 1/4" SHI MAX (BOTH L N i BY BUCK © 2 BY BUCK TYP. JAMB SECTION �) I 'BY 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK •� M CHARLES A. `P P.E FL, REG. ENG. # •491�2i DATE: 12/LY/01 9 10 F.H. SALS. B/1-1/2" MIN EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. -A //�/ �'/F DETAIL--C tI.-IIDETAIL-n ��/� tP LLQ .Eq 1. NORANDEX I_ PAGE 9 3/16` TAPCON WITH A � M N. 1-1/4' MIN. EMBEDMENT I A i SEE EMATION FOR \Z,l ANCHOR SPACIN(;.— A . A d U J- 750 M L L940 1. i0 F.H S.M.S. WITH A DJ. 1-1/2" MIN. EMRTnuENT F ALT. HEADER SECTION NOTES. 1) SHIM AS REQUIRED, MAX SHIM STACK I/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T3 OR TS 9) USE HIGHTQ AUTY CAULK WAL,, rK IBSS OF 0.62' . 4 GLASS Q AL[TY ASDBEHIND WIND6V FLANGE THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY D&PMIM ON SPLE 5) 1 Ron RESPO FOR S]"MON OF NORANDEX PRObUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIRIEMENTS REST SOLELY WIT. THE ARC.,, 6) A BUILDING LDIN OWNER OR CONTRACTOR. PRESSURE TREATED WOODEN BUCK olt SILL SHALL, BE ADDED UNDER THE PRODUCT $ p F[1UL .SUPPORT UNIT THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT HTHEU PRODUCT OVER rM FULL LENGTH {SUPPLIED 7) CONCRETE COMPRESSiVg STRENGTH 28 DAYS. s 9,000 PSI AT Tom'.• 2 BY BUCK CeNTRAL FLp p A B.O.A.F 3/16' TAPCONI A Nam'• W/1-1/4' WX EMBEDMEW!' CASTER ALE SEE ELEVATION FOR FOR ANCHOR SPACING. J'D D D DD N. SEE NOTE a HEADER AND SILL SECTION . I BY BUCK CHARLES A. PIG P.E. FL REG. ENG: 1' 49121 DATE` 3/21/02 # 10 FA S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. A /A /r1f -DETAII.-C SASSH' OF DETAn,B M 1•DADE _ AZIAMI-DARE COUNTY, FLORIDA METRO-DADE FLAMER BUILDING BUILDING CODE •CO,NIPLIANCE OFFICE. M1iTit0-I)AIX'' 1-1,AGLI-'It 13UI1.1)ING 140 WI:S7 FIr1Gl.I0t S'1'ltlili t, 5111'tt: 1 ti()3 PRODUCT CONTROL NOTICE OF ACCEPTANCE (3o5M75-29u1Il FAX (30.5) 373-2 ms Prenidor Entry Systems 911 E.Jefersorr, P.O. Box 76 t:o`-trL�c'r'nrtt.rc:tastticst:� irc�� Pittsburgh ItiS GG7G2 (3n5) 373.2527 FAN (305) 375.233s , c:c) rrt,�c~rcttt Fartc•r..N1j,L,N r Invisrcox (305) 375.29(16 FAX (305) 375-21)(71 l�ltODUVI• t:O:`" HOI, r)11•I51()\ Four application for Notice of Acceptance (NOA) of (305)375.290: VAN (J03)37_-6339 Entergy•6-8 S-NNI/E Insving Opaque Double w/sidelites ltesicleutial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate; Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such'product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO than this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. . :ICCEI'TA14'CE NO.: O.f-031�.24 ,r EXPIRES: 04/02/2006 Raul Kodngucz Chief Product Control Division THIS 1S THE COVERSHEET, SEE ADD.iTIQNAL PAGE FOR -SPECIFIC AND GENERAL COIN )ITIOtiS BUILDING CODES, -PRODUCT REVIE1V CO,ATINUTTEF This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: OG/0-512001 1-milcisco J. Quintana, R.A. Director Miami -Dads: Count%• I3uilding Cock: Compliance OR= 11'04S00011pc200011temp(ates\,notrce acceptance cover paga.dot Internet mail addresx: postnucstcr building codeonl;ne.coru 11ome:a11•: lut::/h�wtiti.buildiri�� I n� ) „COi1COn(i11C-Cunt Premdor Entry S-vstdnas ACCEPTANCE No.: 01-031 4._4 APPROVED JUN 0.5 2001 EXPIRES Ar)ril022006 I. SCOPE NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS • 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. 1t 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-Dadc County, for the locations where the pressure requirements, as determined by SFBC Chapter'23, do not exceed the Dcsign Pressure Rating values indicated in the approved drawings. 2. PRODUCT, DESCRIPTION 2.I The Series Entercy 6-S S-'YV/E Inswing Opaque Double Residential Insulated Steel Doors witlt SideIites-Impact Resistant Door Slab Only and its components- shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EW-I, Shcets 1 through 6 of 6, titled "Premdor (Entcrgy Brand) Double Door with Sidclites i1i Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,- dated 7/29/97 with revision C dated 0UI 1 00, bearing the Miami -Dade County Product, Control approval stamp with the Notice of Acceptance numbcr'and.approval date by the Miami-Dadc 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 applications of pair of doors and single door only, as shown in approved drawings. Single door units shall indlu.de all components describe) 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 angic between Elie edge of canopy or overhang to sill is less than-45 degrees. Unless unit is installed in non -habitable areas where the unit and the area arc designed to accept watcrinfiliration. •I. INSTALLATION . 4.1 The residential insulated siecl door and its componcnts shall -be installed in strict compliance %with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not rcouire a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systcni. S. LABELING a.l Each unit shall bear a permanent label with the manufacturer's name or logo, city, sltttc and following statement: "Miami-Dadc County Product Control Approved 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall bd accompanied by copies of the following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies of the approved drawings, as idcntilicd in Section 2 of this Notice of Acceptance, clearly marked to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building O icial or the South Florid' tliIding Code (SFBC) in order to properly evaluate the installation til s sienl. Marrucz, P.E. Produ4V. xamincr Producrol Division . 2 Arcmdor Entry Systems ACCEPTANCE NO, .: 0I-03I4.24 APPROVED 'JUN 0 5 2001 EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITION'S I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documcnts, arc no older than eight (8) years. 3. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, statc, 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 appnoved. 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 who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in t9c materials, use, arpd/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 revisi office. on application with appropriate fee) and granted by this Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County, Floridzi, and .followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approvcd drawings and other. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be availab to 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 cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of paves 1, 2 and this last page 3. EIND OF THIS ACCEPT NCE " /U Manuel ercz, P.E., Product ontro . armincr Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) • �g Our �Iie1kK»�`!.1`s � Nr i lir MMYNIq CsM:ptM Na 1/i' 77 IIf• • MAX NAX 1f• 97 1IP Vr r r LUC ITAPL ug Hire a' MAK • MAx NI•t ' IAAX Ia• ac Ir la•' Ira MAX MAX MAX NAX Is• »• D MAII Mnlc Is• n 1s• MAx MAX . �Mt rx trn • 17 1/ MAx ILC sPAC1MG r•. N A camm PAcI G f 7 I n6• aC. rD or W .�"w�uec rNn A . s MAX vu ' 17 1/ MAX eo 1 nA• [1C SPACING 11 aC NNKar oAt .b Elus 11 act iAclNc °e 7 1 .il ur hq`Nn iwiKx�ri"'" , __4 Is• cc_ ts• rjr_ 4 N MAK MAX MAX MAX MAX Mnx NMf MAX .�� �• MAX S' MAX �� �• •MAX M �• Vr i r LM 3TAK�S rCC NUK >i ATTACH ASTRAGAL THROW 80.T BB ■ V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4, HOLES FLATHEAD SCREWS' NOTESi L7 WOOD BUCKS BY OTHERS. MUST BE ANCHORED 19 X 1 7/4•• LONG PROPERLY, TO, TRANSFER .LOADS TO THE STRUCTURE• 'FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATION& LH.INSVING RJL INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION VHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY iCPI'R:MRDASCC'J••LYuc,^,.t11n inn STRUCTURAL WOOD BUCK -__�, s+�NiHR�ML oMASONRY OR CONCRETE CONSTRUCTION WHERE IDOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE IERE VAf�R D6XTRAT1Ul VA p�ILptAtIDN —IR MASONRY V[TH._DR WITHOUT A NON-STRUCTURAL tI18RE1fNi IS NEEBEB r �VIT tqi NE[DEDRIEBY V�D aU6c x t P 1. ALL ANCHORING SCREVS TO BE 110 WiTHARRjIVr PPRIIVFnx auLLOC•+ C^stPUAJCEOi,.e UNiMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AccEPTANcpgo2ly31Y.z NTO MAy MA PFH TAPCONS WITH 11/2' MINIMUM EMBEDMENT : TS,THALL BE INSTALLED ONLT AT LOCATiw PRDTECTED'BT A CANOPY ORSONRY. UNITS OVERHANG M THAT THE ANGLE BETVEEN THE EDGE i1F' CANOPY OR OVERHANG UNIT EED* S BE INSTALLED WITH •MIAMI-DADS COUNTY TO SBA IS LESS iRAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN P THOREEDSTAPLE PER SIDE JAMB INTO HEADER ON SIDELITES NON -HABITABLE AREAS vNERE TFE UNiT AND INE AREA ARE DCSIGKD TD NO DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -OH NO VATER IiB U TRAT101 IDELITES AND DOOR. LATEX SEALANT TO BE APPLIED AT SiDE BY SiDE C CC CW Mtlti NOXIA IIi4CMi Knvr AMOS AND SIDELITES. f ° ' 1: Sll RL A o'01 tar 1 ILgA DOOR/SiDELITE HEADER, DOOR/SIDELiTE JAMBS, AND SIDELITE BASE 7RNERS ARE COPED AND BUTT JOINED. _ _ tow "m aw""A •Amml DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST DIIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF D.B TO L2 MIL suL 1-1029-EW-I FRAMES SMALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ SHEET I OF 5 ATER-REDUCIBLE UNITE PRIMER ViIN A DRY FILM THICKNESS OF U TO L2 NIL, nv= LE110 GLAZING DETAIL i 1/2' GLASS BITE INTERIOR INSWING OTHER CONFIGURATIONS 14 ftu fir q r9 9 4c.WEcoWuWM0PFlCE Wm%ik ins �� i► x r .M — a 3're 1 1/4' SHIM MAX r- 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX ? SECTION B-B r 2 BY WOOD BUCK EXTERIOR MA I LKIALS LIST Nll DESCRIPTlbN PARi NUMBER EO — VOOD HEAD .IAMB COMPRESSION VEATHERSTRIP CV-i4 1 I/44 9/1S X 9/i6' NIL. FD BE PINE OR EQUIVALENT AUNINUH ASTRAGAL - I=SCREEN AN X PRENBOR BRAND IM EQUIVALENi- 5/8' ALtR11Nt11-BIJFB'CR T" SIQD EV-15 ALUNINUH ASiRA( PREHDDR NAND OR EQUIVALENT - 1 1M'.x TOP CHANFIFL CV-08 / 9/16, PREHOUR BRAND - I ii/16' - 20 GA STECL T K T 26 tq7 as .� M1 RbfB' 1 omm I>zT BfliiOH EHANNEL BASF FOAM - NSiTY 2.0 TO 2.5 IbS./Ft' EV-07 PREHDOR BRAND - 1 i1/16, - 20 GA STEEL STRIKE IKE STILE 1' X 9 1/2' NiL TO BE PiNE OR E=VALCNI STiL EV-06 15/16' X 1 11/16' NIL. TO BE PIK OR EQUIVALENT LOCK LOCK PREP FILLER PLATC EV-05 15/16- X 1 11/16' NTL. TO BE PINE IR EQUVALCNT x1• HINGE IV— . MDOR-BRAND - .95W THiCK- NTL TO BE PDLYEiHYLE N�D HINGE JAMB V_ 6 R MAUD HINGE OR EQUIVALENT - A97 THICK (STCI 110 x 3/4' FHVS - 11/4' % 9/16' NiL ID IE PINE EQUIVALENT 11D X 2' FJiW.S. (1) SCREVS PER HIH6£ INTO noon ,. x ttr ry�y�:rrFER¢ � N � TR6i1 �� t[E J"l IN1n X T TER SMITE JMRA 4• �t TROT 61 SWVS IN:O$I EAM STIEILIE .mn 9N9 SlS[UTE, �• IOUY TROA ... tP, I1MX R' 0L 71[REA-rT£R. °� v a REFER t V 110 X 3/1' FHVS u ELEVAMN VIEW, FOQ S Dr SCREWS U.iEB AN9 LOCATIONS 1 10 x 2' FHVS SCREVS PER HINGE INTO JAMB LWMET (V SCREWS AT EACH STRIKE PLATE Ito X 1 3/4' FHVS KVtKSET BRAND 20D 1.00K F ItARLUC ANQ I0O OCK V[10D SIDEUTE JAMB (2) SCREVS PER HINGE INTO JAMB 4 2e X 64' SINGLE PANEL GLASS EV-19 1 1/4' X 1 9/16' NiL TO BE PIN,1E OR CWIVALENT_ 4' SIDELiTE TRIN (WOOD) VmB CASING EV-29 CV-21 A 5/16 x 112' ?HTL. TO BE PINE OR EOUIVALEN "sTt WOOD SIDELITE HEAD JAMB EV-22 CV-23 cm tr six JWMr °i eu�Vq�q ff -o $iDELITE BASE I WE X / 9/16' NIL TO BE PIK OR EQUIVALENT PROPYLENE LITC FRAHE EV-24 1 1/4' X 4 9/16' HTL TO 9E PINE OR fQU1vALENi -1613, DDL-2 HP Polypropylene by ODL jtS,iWOOD C 1 Me PAN HEAD SCREWS 8 PER FRANC p ,l,)ELITE STILES NAIL 1516- X 1 11/16' HiL TO BE PINE OR EWIYALENI +• EIT16 , r, r : rm Ea. W.1 a 1L IACRAFTCR, or1 tM ww m I ,.. DOW SILICONE #995 imst ktmjVNIl it F2At ' rL E71RU5 y 11EB, Sil O1R.1O.S f As�►rexlwtTxil� 1-1029-EW-I SHEET 3 OF 6 jwvm if Il(t B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' 5 7 INTERIOR l 79MAX16' 80 11/16' 1 . MAX '64- MAX DLO 1 3/4' 2 BY WOOD BUCK ./ 4 9%16' SECTION C- C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #.31-1029-EW-1 SHEET 2 OF 6 1 1/4' DOW SILICONE #995 •�xscasrivwow+nin,e ,ffi. aUNPR MDO� %, L .Qfmm SOW C00EC nctE�►uiGEfXX 01-v3 y,sw KL . in 1-1029-EW-I SHEET A OF 6 R[YISDI i[iTER g OTHER DODR • CONrl6URV IONS w ur TwI IW piY w AWrr -Zl _ e w r W w t w - M IrP 1sp r w• Ir F.a .: r ° wK r� Yu ri u..a ..� t w w ► "' v >r�M W ` �t Vlrfs ® K - A lrl• W 40, u� _ K / 1 W ° ... \'r �+--ax �V� TW l,1•� * V V 1 1 I N W , r w Yllrr H� w !Way 7 r1T >epI !y w y w r • W V r O•K .L � � w W ® K MtK r� • � � .� M. ` L~Mtwwl V W p K V.p. A IT K V�Cw1 ` K ►acM •-� Ir w w w 1 1 1 1 • of w W X MD APPOOVEC As COM")G MS TK SOWN FL kKaMCODE DUE JU PI BttlIM*00oEtO 7 pins ACCEPTAME M DI_ of t y. 2 y m 31-1029-EW-I SHEET 5 OF 6 �Vli� L[II[R J OTHER DOOR PA NEL STYLES 36` r—MAX 79 / 16'' D ®g® MAX DD nnIQI n Duna 01 00 'on Dan non 00 a� ®© pqp (json -PAN TOP 6-PANEL 1-PANEL 9-PANEL 10-PANEL IB-PANEL U q 130 4-PANEL FLUSH 8-PANEL CRDSSBII[K p un p p p 4 OTHER S I D 12-PANEL 4-PANEL 5-PANE1 5-PANEL ELITE STYLES EYEBRDV I,/SERDLL EYEBRDV 5-PANEL 5-PA V/SCROLL [YEBROV 36'w 79�--- MAX ! M x16• SL-10 SL-29 SL-30 SL-6D SL-50 • SL-501 IL-69A SL-691 SL-69C nSL-25 SL-55 Sl-3DD SL-10 u.y�, 1] D L-30C SE-)0 SL-90B SL-90C SL-309 SSL-80 oD a.DA CD I� � � .. DD DD DD DD DD DD DD [� _ Do DD DD DD pD fl �q �� PD-I PD-E PD-3 PD-/ Pb-5 p p ❑ 0 PD-6 pD_) OD PD-B PD-9 PD-ID PD-11 PD-12 PD-13 PD-M PD-IS PD-16 PD-I) nni ® ve Lm DD9 g PD t8 Eml PD 19 PD-2D PD-21 PD-22 PD-23 PB-24 PD-25 PD-26 Po-?) PD-28 PO-29 S PD-30 PD-31 PD-32 PO-33 PD-34 i IPO � 1D�n WtL ID.I ;PRENDDR DmR DPT P DDD DDD n , p a M EN Y SY M D 3s Pb-]6 PD-]7 PD-30 �I cEffm 31-1029-EW-J PD-39 PO-40 PD-41 PD-42 PO-43 PD-43A PO-438 nlInUL m ILV SHEET 6 OF 6 _ IEYAB t[fft! MIAMI IIIIAIFII-D ODE COUNTY,, FLORIDA h1ETRO-DADS F'LAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE M17770.DAIX FI.AGI.L•'1i 13U11.UINCi 140 wns*rF1.Aou.-R s-I'urm.C, sur1 ., 1603 PRODUCT CONTROL NOTICE Or ACCEPTANCE (3UjM7�®U11FAX(p ),75:;,;u8 Preniclor Entry Systems 911 E. Jeferson, P.O. Box 76 c c)�-rwua oit t,1c:I:�sitia s1:c-rto� Pittsburgll ,KS 66762 (3as)37s-2537 F.u(ans)37{.�ss, CY)NTIUCTOR EIFUKC HNIk,1T UIVISJO (105)37S-24.)G0 J':"LV(3U5)37.-_9US 11140Ut:CI' t:U\"I'RC)l. t)J%-1SJO\ Your application for Notice of Acceptance (NOA) of. (305)375-?1)0? F;1.1(l(j5)37?.G3.tg Entergy 6-8 S-W/E Outswiner Opaque Single w/sidelite5 Residential Insulated Steel Door under Chapter 8 of the Code ofMianli-Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Otyce (BCCO) under tilt; conditions specified herein. This NOA shall not be valid after the expiration -date stated below. 13CC0 reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant 1br quality control testin". 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 resemles the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. tr r CCEI TANCE NO.: 01-0314.21 d EXPIRES: 04/0212.006 Raul Koarigucz Chit:f Product Control Division THIS 'IS THE COVERSI(EET SEE ADDIT10NAL PAGES FOIZ SPECIFICAiND GENERAI, CONDITIONS BUILDING CODE X, PRODUCT RE1117_1V CO\1,�IITTEE 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 PPROVED-06l0S/2001 Francisco J. Quintana, R.A. Director 1%lianli-Dade. Count) - Building Code.; Compliance Office 1\s0450001\pc2o00\\templates\notice acceptance cover pag"ot Internet mail uddretis: tlotitmastc�ibuildin;,rcotJconlinc.coln _ . 1lnnann•rn.�, hrr�..I/...,..... r...er.r.....__.r r• . Premdor Entry Systems ACCEPTANCE No.: '01-01314.21 APPROVED JUN 0 5 '7vn1 EXPIRES Aor1l02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1 A This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this' Noti-cc of Ac-ceptance, designed to comply with the South Florida Building Code! (SFBC), 1994 Edition for Miami -Dade County, for the Iocations where the pressure requirements, as dctcrn'iincd by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-VII/E Outsiving Opaque Singld Residential.Insutated Steel Door with Sideiites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-O, Sheets .1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Dbor with Sidelites in a Wood- Frames xvith Bumper Threshold (Outswing)," prepared by manufacturer, dated' 7/29/97 with revision C dated 0111510I, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by tic 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 single unit applicatio drawings. ns ofsingle door only, as sho-,,•n in approved Wit. INSTALLATION -4.1 The residential •insulated steel door and its components shall be installed in strict compliance with the approvcd drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door. the installation of this unit ivill not require a hurricane protection systcm. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING S.l Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIRENIENTS 6.1 Application for building permit shalt be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of tltc approved drawings, as identified in Section 2 of this Not icc of Acceptance, clearly marked. to show the componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building OMcia) or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this systcm. Manuel Perez, P.E. Product Con �-ol •xaminer Product ontrol Division Premdor Entry Systems ACC EPTANNCE No.: 01-0314:21 APPROVED JUN EXPIRES April02 2006 NOTICE OF ACCEPTANCE• STANDARD CONDITIONS I- Renewal of this.Acceptance (approval) shall be considered after a renewal application has bccn filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specificaIIy 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 affoeting 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 requiremcrits of this acceptance, ' including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initial( submitted, is. no longer practicing the engineering profession. y 4. Any revision or change in We md(crials, use, �md/or manufacture of the product or process shall autanlatically be cause for termination of this Acceptance, unless prior written approval has bccn requested (through the filing ofa revision application with appropriate fce) and granted by this off ice. 5. Any of the following shall also be grounds for removal of this Acccptancc; a. Unsatisfactory performance of this product or process. b. Misuse-urp this Acceptance as an endorsement of any product, for sales, advcriisin other purposes. S or any 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 Iiterature. If 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 appIics, shall be provided to the user by the mane. acturcr or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for 1crriiination and removal of Acceptance. 9. This Notice of Acceptance consists of pages I, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel cZntrol E.Co tro Examiner Produc 3' 4' MAX 15' MAX 0 . 15' MAX O7C. 15' tAX O C. A r 13' MAX rKtM1JLJK . (EN 1 E HU Y MAND) WUDD EDGE • SINGLE DOOR WITH SIDELITES IN W013D FRAME WITH BUMPER .THRESHOLD (OUT.SWING) "11 �'>�i'Nlsu. (G1 PCR y4yB TERNAT s /16• 00' MAX P H IAPL'ONS w/1 1/2' MIHUIUN EMBEDMCNI 4' MAX MAX 4' MAX ' MAX T 3' MAX 3' MAX 3' MAX 14' 3' MAX MAX 'C MAX 4' MAX pX IJ 22 1 (3E jrA)LES B IAV jj tA• UK III. N7 MAXr' MA Is, r , !D• MAX i IS' MAX MAX it �3 1 /16' • ✓' TOP OF DOCIR TO t{ L � KVIKfiT iEADBLLf - 1gfNx OR HAA11X fKA0i0L1 •' MDotL Ueo• 22• x 64' MAX DLO 5 1/2• 80 l /16• A MAX Kvncur Lpacsrr./j • MS10CL ! iCRits ��Ll� LIK:KKCI � �• � m IDIIGCS 1. ' . • 4 • MAx r ^3' MAX MOTEL 3' MAX 3' MAX ' MAX J VOID BUCXS BY OTHERS. NUST BE ANCHORED 4MAX MAX 3' MAX 4' .MAX MAX RROPERLT TO TRANSFER LOADS TTJ THE STRUCTURE J THE PRECEDING BRAVING$ ARE INTENDED TO Bti x 1 3r4• FH.w.S UPLIFT •THE FOLLOVING' INSTALLATIONS 3I PER SIDE FROM WOOD FRAM CORSM)CTION WHERE DOOR y-� %— JAMB INTO THRESHOLD N IS ANCHORED TO A MINIMUM TWO BY VOOD �l- °CNIIiG NA30NRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING L3l OUTSWING )OR SYSTEM IS ANCHORED TO A MINIMUM TVO BY tRUCTURAL VOOD SUCK, MASONRY OR CONCRETE CONSTNNA;TUIN WHERE SDN SYSTEM IS ANCHORED DIRECTLY TO CONCRCTE N WAI r IMTIDN VA gIRA IUI EMA�IINRY 0 ITN WITHOUT A NON-STRUCTURAL CRDRIC►[RO BTI RCpR MM IS IUI SCCRCD ALL ANCHORING SCREWS TO BE RIB WITH + + NIMUN I I/2' CHBEAKNT INTO WOOD SUBSTRATE X 3/16' PFH TAPCONS'WITH 1 1/P' HINIMINI EHRCOMENT to MASONRY, 1011 WALL V BISIALLEI ONLY At IOCArDIS mtECTCD IT A CARBOY IR UNIT MST SC INSTALLED WITH 'MIAMI-BADE COUNIT DVCM" SUDM IINI IE AK6LE ICIVEUM INE EDU Or. COMBAT OR OvERMwIG D' SMUTYERS H014,1NIITALE AAREAS W [MLUN111AND IEIIARIEA AARREE KLSIGNCFTO T STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES D DOOR. THREE STAPLES PCR .IAMB INTO SASE ON SIDELITCS. ACCEPT WATER INWRAIMIL LATEX SEALANT TO 'BE APPLIED AT SIDE BY SIDE 48S AND SIDELIPCL DDOVS1911UTE HEADER, DMR/SIDEUTE JANDS, AND SIDELINE BASE I !HERS ARC COPCD AND BUTT JOINED T WtS SHALL BE PRE-PAIN►CD. WITH A WATER -BASED CPDXY RUST ITIVE PRIMER PART AMMES SHALL BE PRE-PAHICDTH A �I WITH AN ACRLA �SS or D LATEXVATER 'RBASED/ FRMUR HER-RCDUCIBLE WHITE PRIER WITH A DRY FILM THICKNESS OF 0.8 TO 12 NIL u L JITRsi 1 APPAMED A5 U MOLYI .•G 0111 )nE SOUTH lO r SUKJNNG coo! B J(jf! BY MOM TC ITRDLDmx-,ly OWLDNM CODE CDAIPLIA.VCR DFT7:E ACGEATAHCH HO. 0/ - 03IV- T -1020-EW-C SHEET 1 OF, svua MAK+ GLAZING DETAIL Q U I S W I N G OTHER CONFIGURATIONS EXTERM LATEX CAI" AS ars• PAZ :j DRUM I/2' ARVAM ASn+cst n LASS BITE 9 na- or ve FEMIEREY QAu mro�omsu, e1AL01L44arucncE •c.mumc ;L �iT.I020— 2OrEu-p6 3/ 4' sa 11/16' Max EXTERIOR I. 79 5/16' MAX . �4 SECTION B-B 1 1/4' INTERIOR 1 1/4' iml I WEI CDI4IEHIS EV-12 t i14' X 4 9/16' HTL IO BE PK II2 EgtiVl T�RSTR►P B X 1 1/4' X 4 9ft6' HTL Tll BE PINE TR E0T11VI 1IlRES110.B EV-13 PREHDOR BRAND aR EDIIIVALENT - 1 1/4' x 4 EV-o5 PREHDpR DRANO - l 11/16' - 20 GA STEEL � �cssrt4 lN�l f BASF MAN - DENSITY 2A TO 2S lbsJFt' EV-04 PREHOIR BRAND - i 20 GA STrrl 1111"IE STILE HINGE STILE L11 PREP FILLER. PI 4'x4' HD(GE VIED Mimi .PWB 110 x 3/4' FHV.S 119 X 2 FFHVS TIFT>iir- !T6 (i�m�er--i-i SIBEUTE VWD STILE 18 x 2' F11.V.S, ZUCKSEF 110 x 1 3/4 FFxVS. 22' x 64- S1E PAT((, 35Ei.1TE TRIM,, f YPRUPYLENE LITE FR�AHE 11/2' PAN FgAp SCREVS NAIL DOW SILICONE 4995 ucaptyvanift — P1 o„, 911 9'-7mE=P11 hCCEPIAMCE �01-D31 Y. 11 ...,. V - .wu" IHICK- HTL Tq BE PTB YETHYLEp1E V-1 Tu1GER BRANB HINGE t1R EOUIVALENT , 1 1/4' X 4 9/16` NIL to BE.P .297 THIEK (STEEL] (4) SETTEVS PER HiHGE (NOR EGIHVAL r tp � SW ELL Ai EAM IOMIIE JM II SIIEUTE, r Qdl nl EV-17 REFER TO ELEVATION Vdl FOR 1 OF SEtifVS USE/ AIM MI 15/16' X 1 I1/16- NIL till BE P (2T-SCC EVS AT EACH STRIKE P(AIrE OR EQUIVALENT KV KS 1 BRAND 200 XX OR III BRAIID I00 mus Imam t I ' OG AFTER JANi IRTO STfCLItE JVI r mm ran lip 6" O.E. UESIEWSrRn WmSItE! ITE !MI r a"Ffpl 1 ar SKIS TNtDI EAW mmX Wig OM jn V-iB 1 4- -X 4 9/16, NIL Td BE pM M EQUIVALETti W-19 A it - 4 - W-20 S�i6 x 1/2' MTh TO BE PIPE OR Et]UTVALENT Pol QDL FIP r -- ' m: '"` Ivn�LN YP oPy7ene by ODL 6 PER FRAHEtnIr 4' t9IG Z 4' M rim UK INS r fC. OEftrg% tfU OI tliiOlf M1 1-1020-EW-0 SHEET I OF 6 Iil1m UI0 1/4' ,SHIM MAX ?� 3/4' . n J VERIOR11 79M""' 80 I1/16' I MAX 1 2 BY WOOD BUCK -� S-ECTION C- C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1020-EW-0 SHEET 2 OF 6 r-1 1/4' DOW SILICONE 4995 i- N J— ox a- Mx r 1Wf r n�1c T lwr Nq na: 1 t u• PAX ac tr r N11r Ir ewc ar- ts. lux ac 1Y Njr 13.112 ac. 1s 1r IL - L r N►r KU r 11y( r ,.T hK r 1u M Nlir 7• N • {- MAX a�•• N.r FP Nir a• wi�•"i'a' NN1 . -•,7�N�r Mkt i"itt (yyu[}CC�O1�Pr .,g f fit avow aeU6 Cf"t xeor ASIG-01-01,Y.:1 H!UI as am r w1r •- N.r r I'mN- ex .� m - f 17• � _ 6.c c w .4 U. air oc of JL —1 6' M71 FAIL r 1ws r ,w1 MZ rISAX x J1JILila 31-1020-EW-p SHEET 5 w 6 I IA= UJIM ILI\ lluuK, rHINLL S ! YLES 36' [—MAX '9 /16"gas no ano MA¢ X ao as na 1 oa Duo ❑❑ oau j 4-AW PANEL 6-PL 4-PAH[y 9-PANEL 10-PMIEL l8-PMIEL OTHER SIDELITE STYLES 30" -1 MAX 79 E M A-11 SL-2/ SL-30 SL-61 SL-50 SL-301 SL-69A i $l-6Y1 00 oa a� QQ an ao . �a • �a as P" PD-2 P0-3 PD-4 PO-S PO 6 PD-7 PO-B 1 1 � It1 tld( iii �o D afl 60111 fld Pt-35 t Pt-36 PP-37 , PO-38 [30 alas (113 oa as o0 no Elcl 10ao AFLUS"d 8-P d C ANEI ClKiSSBUEK 12-PAWL 4-PANEL (] EYEDRW 5-PA1iL S-Pa� /SfRtlll . EYEBRpv 3��- S-PAH� �/SCRQL EYPM Oflfl n' 0-� 1313 11 Pt-39 PO-41 PO-•41 PO-42 ��✓✓ PO-43 PS 434 PO-431 SL-981 f SL-91E SL-3tt SL-31t: SL-70 SL-80 Qp nrl na P014 PO-t3 Pt-16 P8-17 12, o PO-31 PO-32 PO-33 PO-34 SHEET 6 [}F 6 PLOT PLAN for. MAROND WES, INC. DESCRIPTION: LOT 2, CROWN COLONY 3UBDI VISION RECORDED IN PLAT BOOK G I PAGE(S) 76 thru 76 PUBLIC RECORDS of SEMINOLE .. COUNTY. FLORIDA LOT 35 NEW UP5ALA &I PLAT BOOK 1. PAGE G7 NOOOOG' 19"W 60.00' "o CUE) Q 1� 5' F.E. — —— — — — — — — — k �° 0' — �' 5' 10' 20' AA G7 20' D.E. GRAPHIC SCALE b — 50' — — — 44.84 b CONCRETE 5LA8 d , 10.00' LOT 3 40.Oa LOT 1 O 0 0 0 ui <n •- MODEL: ARLINGTON W (3-2) BLOCK 3 b FINI5HED FLOOR O ELEVATION -45.94 00 DRAINAGE TYPE: - A - m [� WITH 1 (Y x 3a CONCRETE <n PATIO tn s' 10.0o' o, a 16" LAB ELEVATION MUST BE 6" "►E' r .~ROUIIN $ °R'"� OF ADJACENT ROAD UNLESS N - - - - - OTHERNISEAPPROVED Id LI.E) Aar N00906' 19%v 60.00' _ CROWN COLONY WAY _ NOOW I9W NOTES FLOOD CERTIFICATION I. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING N00176'19"W. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: Y5' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE: 20. REAR. HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROJECT, THE 100 YEAR FLOOD HAZ��ti%i::ARW 75' aBUILDING TIES ARE TO FOUNDATION, THIS STRUCTURE LIE$ IN X " SIDE STREET: 20' 4, PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED COMMUNITY PANEL NQ 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1991 THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 2 CONTAINS (SUBJECT TO CHANGE) 6.900 SQUARE FEET/D.158 ACRES THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS` RIGHTS OF WAY, SETBACK LINES` AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS, SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA 7l0NSAEGEND. NQ-NUMBER R.-RADIUS P.T,-POINT OF TANGENCY P,1.-POINT OF INTERSECTION CONC-CONCRETE L.S.-LAND SURVEYOR W.E.- WALL EASEMENT P.R.C.-POINT OF REVERSE CURVATURE F.E.-FENCE EASEMENT D.E,-DRAINAGE EASEMENT CH. -CHORD P.C,-POINT OF CURVATURE ARC -ARC LENGTH LB. -LICENSED BUS1NE55 OR -OFFICIAL, RECORDS CH- WK-CH pR0 SEARING P.C.C.-POINT OF COMPOUND CURVATURE S&U.C.-SIDEWALK & UTILITY EASEMENT LIE.-UTIUTY EASEMENT O.U.&S,E-DRAINAGE, UTILITY d ¢ CENTERLINE A/C -AIR COND1110NER PAD pDELTA (CENTRAL ANCLE) ,E•-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT ol %� t7'A VONE, l NVi LAND SURVEYORS AND N BOULEVARD 300 SOUTH RONALp REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED WIN THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER � REVISION DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L8.5073 PLOT PLAN 5 3 w. 07 nCe. CADD FILE: CROWNCOL2.DWG 2003-59G I Maronda Systems _. Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO0201 2 104 CROWN COLONY WAY ORLN-CRC ARLK3 LEFT ARLINGTON K 3 & 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCIF 7-9R_ Thc±co trnccnc nro rincinnnri fn� — nhw1-- - A a..*.IA...- Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 10-7-02 0 4-21-03 Roof Loads - VT 4-11-01 01 4-21-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 02 4-21-03 ✓ A 4-21-03 P 4-21-03 / B 4-21-03 P1 4-21-03 C 4-21-03 Q 4-21-03 Total 33.0 psf C 1 4-21-03 R 4-21-03 D 4-21-03 R1 4-21-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 4-21-03 S 4-21-03 E 4-21-03 S1 4-21-03 El 4-21-03 / T 4-21-03 F 4-21-03 U 4-21-03 v� F 1 4-21-03 V 4-21-03 G 4-21-03 W 4-21-03 G 1 4-21-03 X 4-21-03 H 4-21-03 X 1 4-21-03 I 4-21-03 Y 4-21-03 J 4-21-03 Z 4-21-03 K 4-21-03 Z 1 4-21-03 L 4-21-03 L1 4-21-03 L2 4-21-03 M 4-21-03 N 4-21-03 N 1 4-21-03 INV # DESC QNTY BATE: *�N 18331 EHUH26 2 18330 EHUH28 18360 1 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 EHUH28-2 1 SEAT PLATES 128 40-0 JOB N --- - -- - UMBER ARLK DRAWN 8.�1/ DATE 10 7 02 J �`, .''�� �i CUSTOMER: REVERSED __ PITCH:6/12&4112 pH:1 081�' - - - JOB NAME ARLINGTON K 3 & 4 BDRM I BEARING 6 LOAD 33# lid q ° ri,�y' 1r, If .,[ R '..i "T'^n?•".e i ^,,, P a1�1 14r`: "{s17 .4�f'6. Yu .ca :,s` fA.7y�i« ? e,ri t':.I.-.•. r y('tl,. \, �h� f `q T1uP4`i C rMe(6`. Atl�r, G) yn, � fi:, ti VIP "t !r , �,;j�,.'��. �J9i�r1� .la iti't'fri f Yt Ja r i •�{lyar Lt nL'� � lV'$i,y µ�{ a_,.,� ,�V �!�jWt;' yn 1.1 1. ,( '1}'.'.Yar i { t.. � �G. e� �i!•I a1 Tag Line a „�ai1er.IFG 9.��k.;�aNRNNt1;+w!1;��I1M�il'SH#i 4aWl ur+�1��1:pfiWmh�'NiJCPN!iR9 rVrI�W"4uiWG�nt'%+�i.:uYn!Y.du.��au�1ClMNmijrna�df�G;;. GiOUNC? BRAIG B iiUI�:11�IfGI1VTERlO" „!ial t brace 001CMIf,MGVuBp���C3IrN����,,�� Top Chord Typical vertical attachment 'nd oil id' Plan e rBlocking / . Ground Brace�� Verticals (GaV) Strut \Viv� s7) ntal tie member with r (HT) p1rues of bra. cup of trueee (ES) Frame 2 Over 60' See a registered professional engineer ]F - Douglas Fir -Larch SP - Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required— I 10' or Greater Attachment Required ur - vougias mr-Laren HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir rant a� qy;. ik�`PITCHED iFiUSS Frame 3 1•SCfISSb��S TRUSS ++'•I''�illi Y'"5 r 11, „Ik I M M *f ' I�N14k CMA�B AC iC1NG�b8g I i SAt�fS p .!ry;, .!.. .d..;�i: C,3'���'ii PACING ( LBt`S> iM�"+'�`'`�,`�)"C'�klu"�•s3.r i � SP , ,.,... SP OF.,I SPF HF�' Up to 24' 3/12 8' 17 1 12 Over 24' - 42' 3/12 1 7' 10 6 Over 42' - 54' 3/12 1 6' 6 ur - uouglas rlr-I-arcn SP - Southern Pine 'HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togstherand cause collapse if there In no diago. nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. Monlo TRWss,°tip a �o• 12 3or /R\ greater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required y Jf I ' 10' or Greater Attachment Required ;f�ISTILLATiCiN TOLERbI�+I�ES= sow Length L(in) ............................................. L(in) 50" 4" 4 ' 00" " 8.3' 150" 3/4" Lesser of Q200 or 2" L(in) i Lesser of L/200 or 2" hE 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1 OUT -Of -PLANE ►NSTALLATION TOLERANCES. Lesser of Q200 or 2" L(in) i Lesser of L/200 or 2" hE 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1 OUT -Of -PLANE ►NSTALLATION TOLERANCES. OUT -Of -PLANE ►NSTALLATION TOLERANCES. hems b#'AItONDA SYSTEMS 4005 Mar•onda Way Sanf ord, FL 32771 (407) 321.00U Fax (407) 321-3918 Date: March S, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley trusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package sinned and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. t erely r .. Tom s Ponce, P.E. Date. 3,,,f ,, Le�tt1i4l6E6EtEPd�,f�. 1`�u. CiOM,rQnrr�3 1A,. t 0 r o k. vo•'•••....••' w••�\'C .�°, - i. S��•,I I itt.... DESIGN INKORMATION Th6 d�"P ly for an (adMd+al buildb g eamPoaent mad has beta based err wf_tlm P—'" by the denL Ilre designer dhdalms "Y r ally for damages as a molt of . faulty r t,-r- t InformaUon; speealaUoaa and/or deslgas ham 'd b tlx trios. designer g the latent and the oWta3ness ar ps�at�a.�ooapesm �y� 111d, rm m bot with rrgard to f bd__ ��,`a� `- -- g- awPm-u aa'd Insuftt on a! tl4cs- THIS Russ h. here deslgtrrd as an Ladd.ldaai 6aadir: ,m ATIMrM 1-1995 andmRDS-97 m be b� q—� aced D Part er tLe boadlag dealo by a loading D a—(regbleed architect or pralesston� bnH hag desi� . the dssi S' by ch.mast be dredrni to be sure that the �daatt. bboa�n are in col. vlth the hogl brrlhtin k-1 d remrds fa wind oe.aosrg Win. tion tI des ahe9m. n alias nat lxOpp I—da. e ur a¢utmac3' Inaddes for cams_ The design yeyrnnes preabn chards QOP or I are cmuntr- ^rr*h' braced by abatlrbg -a— ab=rvtre h* braced htc lly by p,� b, aPWkd r. go cxy'uL 46ey ahoadd be bsamf at a mardmum -Pawrg of l0'-O- o-c Cooaesder - Pht s aball he maaufacnu t from 20 as dipped galvane -0 shed weeUog ASTM A 653. +ot Grade 40. rmtess othetvdsc showy FABRICATION NOTES P"or" t+brlatlon, the 6hdmtw sba6 tevleee raol� g vedfythat this I—og b In be reanre a 66rlol�s Ft.. wad to �tbn �7dPa14lor such vert- are to be put m vdUng before tirltlog or fabrlaUeo. Plow shag nat be (a,,A, over lmothalet. tmots or dlstosted grain Memb— sbaU tx cut . f°` tight timng wash to -.d beatin sector phtes sbaR be toted on both faces d the tress wlGa aa11s FLABY hobedded and a. A be Z'n- about the jaunt -a— otherwise shows A Sx4 P6tc es 5' wide z 4` long, A 6a9 p61e b 6' iwtde a S' log_ Sots (holed rrw paraUd to be Plato le"Oh spedRed. Double cots an Web maAb— shag wed at the'Jamld ,,be webs Ideas otherwlse:b__ Cenoedor P6t sec a— basc4 on the famr shown and -W—d m t.e ra exrwn hard_ toe aaa/or cancans movers Thb truss 6 me Itrm rml haor6esFcrIDaal 9-18y Coed refer to ANSItm I-L99S PRECAUTIONARY NOTES &11 bay (`� and. � �mneeodatmus u'e "s1a�e A l cd m acco h ce +a" itaadllag ('. 11ltt-9l. Tiutses are to h"dkd "J' fad !Arcaxe dud g bandln hrmdlhr& delivery and Orstaeatba to avail b Re. Tcmporary and peswaent °z MMiog [rrsa:eS In a straight and pl_b pow !or r-1 Ung Ihtcnl farces still be `atgwd ad Lasrap by ctbeas,. CGrerW hand- log Is '0ALI and aedbt btadlg 11 always ro'v a- Natural Prxcaudonaq action for US%- -gabea sorb tempuryY bradag dtuog ssbeaUan b '-m trusses 1, awid bPPo:t derth �ar rperlenoed m hire t1on of treyq "Oi mfcs lwal advice aball be sought lrneedea. v �tkr n dmnsttndib na ads gtx,f<r gn ha0 na. he apPUcd to stases at aol tine. aada. No totba than the -iglu of the. ,reacts st-U be applied to . asses —UJI alter aU lastenarg and htaetog compicte,t MONO VALLEY VALLEY COMMON VALLEY VALLEY TRUSSES (T rp-1 MA ;ONDA SYSTEMS WO: VALLEY sF IF LESS THEN 3.0-0 THEN MOVE DIAGONAL-W/ES TKO\NEXT PA14EL ES 11111II��Q U�``PPORTING TRUSSES (' Illy?) �} VALLEY AREA VALLEY TRUSSES (TYP` RTIHG TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP.) + VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 C 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET: 1XCEp17 AS SHOWN pL'k'FS.ARE TL20 GA Maronda Systelins -- 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-39L3 TOMAS PONCE P.E. LICENSE #005W68 DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28-0-0 316 2X4 0-04 2x4 316 214 214 3x6 MAX. 6-o-0 O.C. (TYP) # 214 # 214 OR 626 OR 416 316 it. V 1 QTYA (tl WHEN DIGGONAL WEB PRESENT USE 4A6 PLATE (f) WHEN NO DIAGONAL WEB PRESENT USE 214 PU VALLEY MEMBERS AT 24.O.C. (TYP) 214 316 2[4 PT 11 ES UP TO OT on 316 ow Jf6 2r4 2x4 axe t 416 on f 4x6 2r4 i 2x4 MAX TRUSS SPACING MAX 6-0-s O.C. (Typ) BELOW . 40- O.C. — I�— SPANS UP TO 60.0-0 N TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST 13E CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER, WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. 2,4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8` O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG J. TWO 2XG BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt Tr!:MD PER ANSUTPI 1-1995 CDnt. Support 'lr 4 �It�>fv4fIIV�Ci: READ ALL NOTES ON THIS SHEET. - A COPY OF 1Ii1S DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: l id b abmut oa thtr dsawing is rest ere"- btacog. wind bracing. po, w t�,or 5 1 m0a9 beadug part of the bNldmg aesigrr :oil which mus••t be considered by the but[dog designer. Hncog shown b for h[eaal snppott at truss. mmlbas only to reduce buddlog Iengtly !'tmisd- must be acute to arxhoc literal b-dog at cads and Sper$rcd loatloas delt7tul0ed b Hlt AddMonal bracing of the wera0 sbu P bdOdlog deslgua. [[Puss P6te lrotlhrtq TPI- is !scaled a mn n (Sfe HIB-91 d TPU. Studs 0 6-0-0 o.c. )! ng. Job: Dwg: DSgur: TLY Chic: TC Live 16.0 lAsi TIC Dead 7.0 psf BC Live. 0.0 Nf BC Deaf[ 2.0 TISF Truss ID: VT _- Date: 4-1.1-01 DurFac - Lbr. 4.25 DurFac - Ptt: 1.25 Q-G- 5POC(ng. Z4.0" Design Cnferia- TPI HIP BLQCICIIVG DESIGN INFORMATION 7hls &SIVl is for an Individual buiUbig porlerd and I— beta Rased on La- ed by the d1enL The designer disebr,ns p ,vpa,ralbblty rw dan•.g>..a . rerun or �a6ltror Incorml frdtrn mUon. sptrAka(lorts d/or design. rombhed to the tna- d_V er •lht cbm(nnd the earrcclness or acaincy this Ile _U_. u n may eetat. rn n npe- kp7gtel and accepts tw tespons"ty or —A- A: ..o oo..tral wuh rcg-d to r brreo- handiYm! shfp,ncnt and I.,stolbuon or N!.�. Tbts.'%-- ra baea dl lgd as an rui buildntg mupanvit bne acmdarme wo tNStrrri I.IM and 1,105-gl- to be 5rcdrpotared 'u p.re of fhe bulling design, ty a euUdb,g 7esrgner I?egrsicred Zr 7tt d of InWesslonal 7rginced. tvh<n..<rk,red roe npp—I by 0- 'n,adulg deslgrur, rb. do rg. 6adings rhos_ hmA be cheered to be sure Usst the dais shoo» Ire In agreement with the Idol b.Udtng codm pof dhnatie records for -Ind or --- lends. k, jedspe Vr-U0,e er speekll applkd I-d. Imes- sho.,a lrvss has awl been d_%"d for image or owupanap bads, The desfgn assumes przvlq, d.ords (top a b,.UonJ src conUltu- a-{y braced by sfaoUntng unless othentlse pedRed. where battam choral. In t<mion .ac n( runy b,aleed btmlly In a properly appUed td cr- gUk,g. th T shoutd tic braced at a tar . spoef g of )or-0' me- Clnncclor Wes $1.0 be manuraetnrrd lrwn TO gauge Iwt Ippcd gah,u lecd sled mcelb,q ASThI A 653. ride 40...I— oU,era.fse aiwen- ABRICATION NOTES rtor to (.Wown, the rabrlt tnr shall M'Icor lb dra ab.g to r<rlry II-t U,b dr Ing is to nrtnrmanee aw, U. labn®Inl's plate -W to -ne1 a em,ttna g—ps.slb Uty for such vet} albn- A,H dberepaneies ere to be pu( In !nY,g berorc cutting or fa6rotb.a .ter -Iraq not be Installed mu kndholes, .is or distorted grafn. Mrn be.s st,.n be al r Ught nubtg woad (o .nod bearing. Cnn. ebar plates shall h< locvtcd or, t-U, I.— a( < truss aRb crafts frdfy Yobcdded and shan be m. abwi the Jotnt unless c r-15<.I.oe11. A 1 plate /s 5" wWe z 4' bog. A 6s9 plate b 6' de z 0' long. Slots lhokal n.n paolkl to e phte length speeded. 0.4A, cub o.r,aeh -nbeas shall m<rt ai CI1e ec..6oh1 or the ..ct s dens „therm{se shaar,a. Co,naeclrr piste sites a mbtlmum sires hosed on the fnn:.n sho— d ntay need lobe tr--.d for emt.tn hand. g and/or encdron stresses. This taans b not b<bbrloted .1th ore retal,tant treated .be, %mess-thernbe shown. For additional anaaUon on Quail(y Cotlrrul rd.' to AMi/Ttl 1-1995 ZECAUTIONARY NOTES bmcb,g.nd erectbn aecommcndaUons are re (olbved Fn asacdance ilh "Handling blWrg R Bodng', HIB•9l. 7-rus..es are to Imndkd aW, p.nte..br ore du.b,g t»rrding i Da,WIY,g,. Adlrery and Instalbtfon to .cord ,age- Tenrps,a.y and por.nu.,enl boon, h.Wmg tn..se. sn • stntglat ..nd pinmb po.- a and far resIs" latersi 1.—'hog be 'aped avid =Ucd br othc Ca,du1 hand- Is essential and erec I bracing Is ahsay, lint. N9lmal prrmutlnUall adinn for no nt,qub— such teropmaty bracing during all.Uon beltaeen tnmses 1. amid toppling dm kY g. The avpe,rt,Iun or v«ben ar sa aha11 be ttr,du the m'trc4l,r persens :de.c.d to the tnstanaUat of loos-_ ' s lottal acklec shall be sought 6 needed. enln,Uon of cor..truearon loads gr..ty I the design I-ds sh-11 not b •applied to n et any time. Na finds alh<r (han Urc . ht onf I rr<el.ore zt"0 t�I.IK•U^.,l is 1aUl.Itcr all Wsknby! and I n clog rapktcd HIP GIRDER Um WO: I-IIPDETAIL 2x BLOCKING OF STEP 'HIP TYPICAL -BLOCICING 1-1-O Ma>t-onda Systems 4005 MARONDA WAY SANFORD, FL_ 32771 (407) 321-0064 Fax (407) 321-3913I TOMAS PONCE P.E_ LICENSE N0050068 _1690 OREEMOROOK C7.0VIEO0,1`1_37756 TI- 141P ADDED TO TOP CHORD TRUSSES TO SI-IORTEN. _OSB' NOT TO EXCEED 241IO.C. 0 BE NAILED TO TRUSSES wI @ -12." ON CEN_ STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING ry Alki dA ll V: READ ALL NOTES ON THIS SFIEf t'. A COPY OF 1HIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: ,Brhkb is H a pant of ihr building design a d U klbi[nmsl h ir�d bracing.. prtrUl blaring or similar bneYrg shoves b for Iatenl su , Idcred bl- the build g dcle xr: Rr..dug made to anchoc ixteaJ b rt( Inxs rnen,ben md} to reduce buckling b,glh- Frac tslons Woos[ Ix keg a coda and U sp<cUkd Ixaibrts detvmin<d y- m buUdtng destgu<r. Addine,>sl b,.eing or u,e b oa eraU s4vctu�e mar Ix lcqu(r<d. IS— fil0-9I or lPd. i rtvss PtZte hrsUlute.TPI, is located at 533 O'OnwIS—0- OrNe hbdlan,y tvlsco,.sin 5371% Rug. Jnb: Dwg: Dsgnr: 'lly Chh: TC Live 16.0 psi 'rC Dp2r1 7.0 psF Bc .Live U.) psf BC Dead lU.0 lisr TOTAL 3 p „tf Truss iA: I-IIP . Dale: 10-20-00 DurFrAc Lbr: 1.25 Dw Fac - PII: 1-25 O_C. Spacing: 24.01, Design Criteria: Till Code Desc: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- c1fk project and a -PCs no responsibility or i uereises rnr control with regard to fabrlca- lion. handling, shipment and Installation a trusses. This truss has been designed as an individual bu"All-Ponent In accordance with ANSI/TPI I-I995 and NDS-97 to be inmrpomted as par of the building design by a Butldtttg Designer (registered architect or professional engfieerl. When reviewed for approval by the budding designer.. the design loadings shown must be checked to be sure that the data shown air In agreement withthe local building codes. local climatic records for wind or snow loads. project specn3ratbns or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes eompresslon chords (top or bottom) are con inu- ously braced by sheathing unless otherwise specified. Where bottom chords In tensionare not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of I01-0" o.c. Connector Plates shall be manufactured rrorn 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shalt review this drawing to verify that this drawing is in cmlormance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Member shall he 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 joint unless otherwise shown. A 5x4 plate is 5- wide x 4" long. A 6x8 plate is 6- wide x 8' long slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrod of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional information on Quality Control refer to ANSI/TPI I-I995 PRECAUTIONARY NOTES AD bracing and erection recommendation ate to be followed in accordance with -handling installing h Bmckle, RIB-91. Trusses ate to be handed 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- C.ton and for resisting Lateral formshall be designed and installed by others. Carctul hand - Ong is essential and erection bracing is always required. Normalpreesutionary action for trusses requires such temporary bracing during installation between trtuse. to avoid toppling and dWmlrlaing. The supervision oferection of trusses shall be under the control of persons experienced In the installationof trusses. Professional advice shall be sought If needed. ConcentmWn of construction lends greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to Musses until after all fastening and bracing is completed. JB: ARUNGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-PLY TRUSSI fasten W/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L--0.48" D--0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB - 1.15 6 0000 T 4-4-8 0-6-6 Faaccee= 00--2�--8-- 3.00 I a8 t� WO: ARLK WE: MULTIPLE LOADS -- This design is the coaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry lie 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC PrndLod per ASCE 7-98, C&C, V- 125mph, H= 15-0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L- 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1847# Support 2 1818# ..TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.14 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.14 9-10 -16525 0.27 10-11 -13806 0.25 4PLYS REQUIRED 8X10 3X6 6X8 ..BC ... FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23651 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-12 12241 0.68 10X10 TI: = _= --- xm,Joint Locations=� =_ __=__=_=,v 1)0-0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) IS- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLFTo TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 -16 -1847 BOT PIN 39- 8- 0 4660 0 -1818 HOT H-ROLL 8X10 T 0-6-6 4-2-6 5X6 3•00 Face = 0-2-8 22 21 8.00" 210 19 18 17 16 15 14 13 a 2'4660# 1-0-0 4660k 8.001, (Ra1a1 40-0-0 1-0-0 EXCEPT AS SHOWN PLATES ARE 0 GA TESTED PER ANSI/TPI 1-1995 1475# (�RO-10-10) �- WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: scale = 0.1595 : ARLK Lmaronda SysteMS A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING D`°g: Truss ID: A CONTRACTOR. Dsgur: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr. F25 $ANi=t)RD, E1 . 32771 Bracing shown on this drawIng b not <recUon bractrrg, word bracing, pnrial bracIng or similar bracing which Is a part of the budding design and which must be considered by the buidbng designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is for lateral support of thus members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified kxatlons determined by the building designer. Additional bracing of the BC Live Dead 0.0 PSf O.C. Spacing: 24.0" Criteria: TPI LICENSE #0050068 VANNESSA overall sBC structure may be required. (See HIB-91 of TPd. rrnua Plate Institute, TPI, is bated at 583 D'Onofmo Drive. Madison. Wisconsin 53719). 10.0 psi .Design Code Desc, ` LOOS Dn.OVIEDO.FL32766 I TOTAL 33.0 psf I V• Design: Mark Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS. 0R20.01 DESIGN INFORMATION This design Is for an fndh idea{ building component and has been based on Information p,wlded by the dtent. 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 A may relate to a spe- ci is project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual budding component in accordance will ANSI/TPI. 1-1995 and NDS-97 to be inewporated as partof the building design by a Building Designer (registered architect or professional engineer).. Whenreviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are Inagreement with the local building codes. kxtal climatic records for wind or snowv loads, project specifications or special applied leads. Unless shown. truss has not been designed for storage or occupancy triads. The design assumres compression chords (top or bottom) are continu. ously braeed by sheathing unless otherwise specified. Where bottom chords in tension are not fully bracedlaterally by a properly applied rigid ceding. they should be braced at a maxunum spacing of 1014r o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mating AMM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert. ficatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be butalled over knotholes, knots or distorted grain. Members shall be cut for tight luting wood to wood bearing. Con- nector plates shall be In ated on both faces of the truss with nads fully imbedded. and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate 0 6- wide x S` long. skits pmlesl rum parallel to the plate length specified. Double cuts on web members shall meet at the centroidof the webs unless otherwise shown. Connector plate sizes are minimum slur based on the forces shown and may need to be increased for certain hand. "and/o 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 Al bracing and emetIon recommendations, are to be totkrared In accordance with. -Handh ng Irrstaliarg 6. Bracing', His -91. Trusses are to be handled with particular care during banding end bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. ition and for restating lateral forces shall be designed and [-failed by others. Careful. hand- ling Is essential and erection bracing Is. always mquhed. Normal precautionary action for trusses rectums such temporary bracing during Installation between trusses to avoid toppling and doodnoimg. The supervision of erection of trusses shall be under the control of persons expertenoed in the installation of trusses. Professional advice shall be sought f needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the cculposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 Let-0.49" D=-0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB s 1.15 T 5-0-8 0_6-6 I .W ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.e Brace west extend at least 90 of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, CSC, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 TI: B _ - ===== _=_ =Joint Locations=====____=====g 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 55 -988 BOT PIN 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1007# 6 00 J 6 6X8 -6 00 4X6 ftv r n ,_... Face = 0-2-8 3.00 I 0 1366#L8.00" Pl 10 1-0-0-0 (R0-10-10) I I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPl 1-1995 (M-aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DB.OVIEDOTI-32766 Design: Matrix Analysis T 0-6-6 4-10-6 5X6 3•00 Face = 0-2-8 1 1366# 8.001r (RO-10-10) scale = 0.1595 TVAKNINIU: READ ALL NOTES ON THIS SHEET. Eng. Job: K A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Llve 16.0 psf DurFac - Lbr. 1.25 Bracing shownon thisdrawing is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the bundling design and which most be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lateral support of truss members only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends and specified locations determined by the building designer. BC Live o.o psf O.C. Spacing: 24.0" Additional bracing of the overall structure may be required. (See HIB-91 of TPO. BC Dead 10.0 psf Design Criteria: TPI (l}uss Plate Institute. TPI. Is located at 583 WOnefrto Drive, Madison. Wisconsin 53719). _ Code Desc: TOTAL 33.0 psf _ 79-77 JOB PATH: CATEE-LOKIHOMFA[R HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information Provided by the client The designer disclahvs any responsibility for damages as a result of faulty m bnc vwt 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- dcifk; pmjeci. 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 i ANSIrM 1-1995 and NDS-97 to be incorporated as part of the budding destgrn by a Building Designer (registered architect or professional engineed. when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow bads, project specifications or special. applied loads. Unless shown. truss has not been designed for storage or Occupancy loads. The design assumes compressdan chords (top or bottom) are conumu- ously braced by sheathing unless otherwise specified_ Where bottom chords in temuon are not fully braced laterally by a property applied rigd ceding, they should be braced at a maximum spacing of W-O" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in armfonnance with the fabricatoe. plan. and to realize a Continuing respowthWty, for such verl- ficatton. Any discrepancies are to be put in writing before cutting or fabrication. Prates shahnot be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector plates shag be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4" long. A 6x6 plate is 6" wide x 8" long.. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes ate minimum sizes based on the forces shown and may need. to be Increased for certain hand- ling and/or erection stresses. This truss is no to be fabricated with fire retardant. treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed In accordance with -Handling installing & Bracing HIS-91. 77usses are to be handled with particular care during banding and 6urndgng, delivery and installation to avoid damage- Temporary and permanent. bracing [or holding trusses in a straight and plumb pos- Itforn and for resisting lateral force shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required_ Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppUng and dominobtg. The supervision of erection of trusses $tall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed - Concentration of construction bads greater '.. than the design bads shag no be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses un W a(er an fastening and. bracing is completed. JD. AKLlNC�ivN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS- 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D=-0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB - 1.15 WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/31x 0.120" nails spaced 81 o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 pelf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C m __=====-=Joint Locations====--=-===--=4 1)0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- o 3) 20- 0- o 7) 29- S- 5 4) 30- 0- 0 8) 20- 0- 0 -- MAX. REACTIONS PER BEARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1366 58 -992 BOT PIN e 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# U Sr 6X8 -6 00 SX10 «o Face = 0-2-8 3.00 0-8-0 1366# 8.00" (R0-Ii0 EXCEPT AS SHOWN PLATES Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE A005O(Kd8 1005 VANNESSA DAOVIED0.FL32766 Design: Mdtrir Analysis 40-0-0 ARE TL20 GA TESTED PER ANSUTPI 1-1995 VMKI MU: 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 w similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Prrnistons Must be made to anchor lateral bracingat ends and specified locations determined by the building designer. Additional bracing of the Overall structure may be required. (See HIB-91 of TPII. f buss Plate Institute, TPI. is located at 583 D'Onario Drive_ Madison, ttiisconsln 537191. JOB PATH: C:tTEE-LOKWOMEDiR 5X6 I 3.00 Face = 0-2-8 Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL. 33.0 osf T I6 1 1366# 8.000 (RO-10-10) scale = 0.1595 Truss ID: C Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the clienL The designer disclaims any raponstbany for damages as a msuk of faulty or inmrrect Idormation.. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this hdarmation, as it may relate to a spe- clftc project and accepts no responsibility or exercises no control withregard to fabric- -U... handling ebipment and tnst Ration of trusses. This tugs has been designed as an individual budding component in accordance wttt j ANSI/7" 1-19%and NDS-97 to be incorporated ! as part of the budding design by a Building Designer tregistered architect or professional en gineed. When reviewed for approval by the budding designer. the design badutp shown mustbe checked to be sure that the data shown are in agreanent with the local building miles. local climatic records for wind or snow loads, project specilkatbns or special applied. bads. Unless shown, truss has not been designed for storage - occupancy bads. The design assumes mmpresskm chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottomchords in tension are not fully bracedlaterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of la-T o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvarn -d steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing b in conformance with the fabricator's plans and to realize a continuing rapouslb8[ty for such ven- f ratio n. Any discrepancies are to be put in writing before cutting - fabriation. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- .-t- plates stall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 Plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8` long. Shots (holes) run parallel to the plate Length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mintmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated humber unless otherwise shown. For additional trnfmmatbn on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES '.. All bracing and erection recommendations are to be followed. In accordance with -Handling installing & ll actne. HID-9t. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pemnanent bracing for holding trusses in a straight and plumb pos- nion 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 dorninohng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought ff needed. Concenuwjon of constructionbads greater than the design bads shag not be applied to trusses at any tore. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is canpleted_ JB: ARUNGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 6,8 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 976# Support 2 1010# MAX LIVE LOAD DEFLECTION: L/999 L=-0.33" D=-0.35" T=-0.68" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.34" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.17" RMB = 1.15 T ARLK WE: U : Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation, MULTIPLE LOADS -- This design is the multiplecoirposite result of loads. All COMPRESSION Chords are assumedto be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125agrh, R- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE...CSI 1- 2 -8904 0.26 2- 3 -10312 0.27 3- 4 -12521 0.09 4- 5 -14727 0.24 5- 6 -14724 0.22 6- 7 -9430 0.24 7- 8 -8166 0.23 3-PLYS REQUIRED ..BC ... FORCE ... CSI 16-15 7956 0.61 15-14 8150 0.60 14-13 9649 0.40 13-12 12691 0.61 12-11 8849 0.46 11-10 7484 0.56 10- 9 7294 0.56 TI: CI BTY:3 ========---===Joint Locations=====_=_=______ 1) 0- 0- 0 7) 34- 6- 2 13) 13- 1- 8 2) 5- 5-14 8) 40- 0- 0 14) 10- 3-11 3) 9-10- 0 9) 40- 0- 0 15) 5- 5-14 4) 13- 1- 8 10) 34- 6- 2 16) 0- 0- 0 5) 21- 1- 8 11) 29- 8- 5 6) 30- 2- 0 1.2) 21- 1- 8 ------------ TOTAL DESIGN LOADS ---- Uniform PLF From PLF TO TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 2905 86 -976 BOT PIN 39- 8- 0 2688 0 -1010 BOT H-ROLL r a. -6.0000 8X10 6X8 inxjn o�, , Face = 0-a-a 3 001 -10-8 -a{ 0-8 2905# 8.001, -- `� 1L 1-0-0 C 9) A S (24) 2X4 40-0-0j - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ` 1934# (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Daign:- Matrix Analysis TWIMMINIX 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 braring. wind bracing, portal bracing or sindlar bracing which is a part of the budding design and which must be considered by the building datgner. Bracing shown Is for lateral support of truss mm,bers only to reduce bucktitng length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overallstructure may be requhed. (See H15-91 of TPII. (Russ Plate Institute. TPI. is located. at 583 D'Onofrio Drive. Madison, Wisconsin 53719). T 0-11-6 5-5-6 �033�--4lace = 0-2-8 '- Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 5X6 ---1 1 9 2689# 8.0j06r-r 1-Q-�Q - 1 (Res-10-10) scale 0.1595 Truss ID: CI Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C:17EE-LOKIHOMEDIB HCS: 08.2o.o2 DESIGN INFORMATION j This design is for an individual budding component and has been based on Information provided by the client The designer disclaims any responsdb AY for damages as a result of j faulty or incorrect information. specifications and/or designs furnished to the tru=. designer by the client and the correctness or accuracy Of this Information as. It may relate to a spe- j rifia Prof and accepts no responsibility or ! exercises no control with regard to fabrtea- tiom bandlb4 shipment and installation of trusses. This truss has been designed as an ! mdfvfdual building component m accordance wM ANSI/TM 1.1995 and NDS-97 to be mcorporaWd j as part of the budding design by a Building Designer Iregbtem d architector professional engineed. When reviewed forapproval by the building designer, the design 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 k ads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top - bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not Cony braced laterally by a property applied r(gd ceding, they should be braced at a maximum spacing of Itr-O" o.c Connector plates shad. be manufactured from 20 gauge hot dipped gakanlud. steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shallreview this dewing to verify that this drawing is in eonformanoe with the fabricators plans and to nsadze a continuing responsibility for such vert- flcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. krmts or distorted grain. Members shag be cut for tight (Ming wood to wood bearing. Con- nector plates shag be locatedon both faces of the truss with naps 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 T long. Slots (holes) run parallel to the plate length specH(ed. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minhnum sties based on the forces shown and may need to be hu-ased 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 duality Control refer to ANSI/TPI I-19% PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -Handling Installing & BracaW. I'll" 1. Trusses are to be handled with particular cane during banding and buriddmg.. delivery and Installationto avoid damage- Tempoary and Permanent d bracing for hol ding tnrass m a straight and plumb pos- Kim and for resisting lateral forces shall be designedand mstatded by others. Careful hand- ling Is essential and erecton bracing is always required. Normal precautionary action for trusses -W11 s such temporary bracing during installation between trusses to avoid toppltng and doad noing. The supervision of erection of trusses stall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to masses at any time. No bads other than the welglrt er of the erectors shad be applied to trusses until after ad fastening and bracing is completed. JIS: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORUS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCRM)ULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 T 6-4-8 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, If 1.00, Rsp-Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC.-FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 D ATYA ----==- ===-==Joint Locations======r=_____� 1) 0 0- 0 6) 33- 9- 2 11} 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL r O 71 6.00 6X8 -6 00 8X10 two Face = 0-2-8 3.00 1366# 8.0011 -- 1 0-0 (R0-10-10) I EXCEPT AS SHOWN PLATES ARE T120 GA Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNPSSA DP-OVIEDO.Ft-92766 Design: Marra Analysis 11 40-0-0 TESTED PER ANSI/TPI 1-1995 TvilKtRIII: 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 simdar bncing whJch Is a part of the building design and which must be considered by the building designer. Bracing shown is for latent support of truss members only to reduce buckitng length_ Pr__ ns must Fee made to anchor lateral bncmg at ends and specified locations determined the Additional bracing of the overall structure may be required. (See HIB-91. of.. TPJJ� budding designer. rrrua,5 Plate Institute, TPI, Is located at 583 D'Onofrb Drive, Madison. WL-onset 53719). JOB PATH: C.I7EE-WKIf ommR 5X6 t 3.00 �Face = 0-2-8 1� 1-11 9 81 1366# 8.001r 1-0-0 d (R0-10-10) scale = 0.1595 Job: A c Dwg: Dsgftr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss ID: D Date: 4-21-03 DufFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS 08.2o.02 JB: ARLiNGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION Tits design is for an indlvidual building component and has been based an Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect 6rfomution, speem-tlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Inforaratbrt as it may relate to a spe- cd% 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 1-19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engmeer). When revkw d for approval by the butldmg designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the bad bu8dmg codes, bad climatic records for wind or snow loads. pro)ect specifiaUons or specialapplied lads. Unless shown.* truss has not been designed for storage or occupancy bads. The design. assumes compression chords (top or bottom) are contmu- oust' braced by sheathing unless otherwise specified.. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWrrg. they should be braced at a maximum spacing of ICY-0" o.c. Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrlater's planns and to realize a continuing responsibility for such ven- Batton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Membershall be cut for tight filling wood to wood beaMg.. Con- nector plates shall be bated on both faces of the truss with rags fully imbedded and *ball be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' king. A 6x8 plate is 64 wide x 8' long. Slots (bobs) run parallel to the plate length sp-cilled- Double cuts on web members shall red at the centrotd of the weds unless otherwise shown Connector plate sizes are minimum sin basedon the forces shown and may creed to be increased for certain hand- ling andlor erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfomntion on Aualay Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed to accordance with 'Handling mstaWng Q Bracjrge. His-91. Trusses are to be handled with particular are during banding and bundling,delivery and installation to avoid. damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requred. Normal pueautbnary action for trusses requires such temporary bracing during liistatlatbn between trusses to avoid toppling and dominoing. 111e supervision of erection of trusses shall be under the control of persons experiences in the Instailatton of trusses. Professional advice shall be sought 9 needed - Concentration or construction loads greater than the design loads shag not be applied to trusses atany time. No loads other thanthe weight of the erectors shag be applied to trusses until after ail fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB = 1.15 r 6 0000 ARLK WE: MULTIPLE LOADS -- This design is the camposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod per ASCE 7-98, CSC, V= 125ngrh, H= 15.0 ft, I= 1.00, EV.Cat. B, Kzte, 1.0 Bld Type. Encl L. 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL = 6.0 psf Iupact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 6X8 8X10 run Face = 0- a 3 b4-}0-8 ---sl 0.8 1366# 8.001, 11 1-0-0 Cd"A 40-0-0 (za) zx4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis VM MIMG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bractng shown on this drawing Is not erection bracing. wind bracing. portal bractng or similar brachrg which is a part of the building design and which mast be considered by the bulldog designer. Bracing shown is for lateral support of truss -bers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the weralt structure may be required, (See HIB-91 of TPI). (puss Plate Institute, TPI., Is located at 583 D'Onofrfo DAce, Madison, Wisconsin 53719{. TI: DI __ - - =---=Joint Locations=====_==_ =___=0 1= ) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lroa Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL "'`' 5X6 6-2-6 0-6-6 MjW---dace = 8 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf I 8 1366# 8.001, 11 fRo-laic) scale = 0.1595 Truss ID: D1 Date: 4-21-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: CATEE-LOKIHOMEOIR HCS: 08.20.02 ,fo. MICLII`IC7Ivfv R J6f4 AC;: IU# UPLIFT D DESIGN INFORMATION This design is for an Individual building component and has been based on Infommibn provided by the client. The designer disclaims any reapomlbillty 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- ctfk project and accepts no responsibility or I exercises no control with regard to fabrira- boo. handling, shipment and Installation of trusses. This truss has beendesigned as an individual building component in accordance with ANS1/TPI 1-19% and NDS-97 to he incorporated as partof the building design by a entitling ! Designer (registered architect or profess;, -1 1 e ngue d. Whenreviewed 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 beat building codes. local clinatic records for wind or snow loads. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously broad by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid -9fng. they should be braced at a maximum spacing of l(r-T o.c. Connector Plates shall be manufactured from 20 gauge hot. dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriatiom the fabricator shall review this drawing to verify that this drawing is in conformance with the fabriatoes plan and to realtu 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 knothoks. knots or distorted grain. Members stall be cut for tight Riling wood to wood bearing. Con- nector plates shall be bated on both faces of the truss with malls fully tmbedded and shall be sym. about the Joint unless otherwise shown. A 5a4 plate Is 5- wile x 4- long. A 6x8 plate is 6- wide x 8- tong. Slots tholesl nun parallel to the plate length specified, Double cuts on web members stall meet at the antrcld of the webs unless otherwise shown. Connector plate sirs '.. are mialnum sizes basedon the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not '... to be fabricated with fire retardant treated lumber unless otherwise shown. For additional '... Information on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -btandting Installing & Bracing'. Fil"1. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid '.,. damage. Temp nuy and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essentwand erection bracing is always required. Normal precautionary action for louses requires such temporary bracing during Installation between trusses to avoid toppling anddoink ping. The supervision of erection of trusses *had be under the control of persons experienced in the Installation of trusses. Professional advice Shall be sought if needed. Concentration of construction lads greater than the designloads shaft not be applied to trusses at any ume. No loads other than the weight of the erectors shall be applied to trusses unto after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCNEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L--0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 Q 7-0-8 0-6-6 Tq� 1 Face = 0-2-8 3.00 I 0 14 13 1366# 8.0011 1-0-0 (110-10-10) I EXCEPT AS SHOWN PLATES ARE TL20 GA Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE//0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Marro Analysis WO: ARLK WE: MULTIPLE LOADS -- This design is the Cougosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .13C... FORCE ... CSI 1- 2 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 3.1-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 6X8 3X4 Ave 40-0-0 TESTED PER ANSUTPI 1-1995 niHKIVIMIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: which g ashown an this drawing is not erection bracing, wind bracing, portal bracing or slmtlar bracing per of the building design and which must be considered by the building designer. Bracing shown Ls for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPp. ((cuss Plate institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 5371% JOB PATH: CATEE-LOKIHOMEDIR �-E QTY: ____= ____-===-Joint Locations=====______- 1)0- 0- 0 6) 33- 1- 2 11) 20- 002 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lon Type 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 5X8 3•00 Fjac(ee= o--2-8 0-80 Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 8 1366# 8.001n (RO-10-10) scale = 0.1595 Truss ID: E Date: 4-21-03 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: NCS: 0&20.02 its: ARLINC4I0N K 3&4 AC: DESIGN INFORMATION This design is for an individual bulking counponent and has been based on trfonnation provided by the client. The designer disclaims any responsibility for damages as a rearm of faulty or incorrect Information. specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this Information as It may relate to a spe- csfb project and accepts no responsibility " exendses no control with regard tofabrks- t1on. handling, shipment and trstailation of misses. This truss has been designed as an individual building component in accordance wid ANSI/TPI. 1-I995 and NDS47 to be Incorporated. as part of the building design by a Building Designer (registeredarchitect or professional engbuerj. When reviewed for approval by the building destgner. 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 windor snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are corinu- ously braced by sheathing unless otherwise specified. Where bottomchords in tension are not fully traced laterally by a properly applied raid ceding. they should be braced at a maxlmtan spacing of 10'-W o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel. meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fsbrtcator shall review this drawing to verify that this drawing is in conformance with the labrlcators plans and to realtee a continuing reeponsfitdity for such vert- ftcatlurn. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shalt not be instnit-d 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 nabs fully trnbedded and shall. be sym. about the Joint unless Otherwise she w i, A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is ti wide x 8" king. Slots (holes) run parallel. to the Plate length specified. Doubt- cuts on web members shall meet at the centrold of the webs unless Otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss B not to be fabricated with fire retardant treated lumber unless cthtraAse shown. For additional information on gualny Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reowuntndatbns are to be followed in accordance with 'Handling Installing Q Bracng', HIB-9L Trusses are to be handled with particular care during banding and bixoditng, delivery and Installation to avoid age. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for restating lateral forces shag be designed and instatied by others. Careful hard - Ong is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and damino(Iig The smjlefVt5lon of erection of trusses shall be under the ""trot of persons experienced. In the Installation of trusses. Professional advice shall be sought if neede& concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after ad fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS[ 2x4 SP #3 2x4 SP #2 4,6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT C0bRMCtION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 O6 0 7-0-8 0-6-6 rT� I Face = 0-2F-W- 3 0 g -J 0-8-0 mfv: AKLK WE: (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wnd'od Per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W. 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 -4002 0.46 2- 3 -3689 0.42 3- 4 -3880 0.37 4- 5 -3880 0.37 5- 6 -3689 0.43 6- 7 -4002 0.47 .-BC ... FORCE ... CSI 14-13 3591 0.79 13-12 3629 0.69 12-11 3343 0.53 11-10 3342 0.53 10- 9 3629 0.69 9- 8 3590 0.79 6X8 3X4 r1y2 1366# 8.00" -- Y" 11 ro 1-0-0 Cd 40-0-0 LPL EXCEPT AS SHOWN TES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ All NOTES ON THIS SHEET. Mal'Olitltd SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. MAR, 4005 MARONDA WAY BRACING WARNING: SFL. 32771 (407) 321-0064 FaX (407) 321-3913 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or slndar bracing which in 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 TOMAS PONCE P.E. length. Provisions must be made to anchor lateral bracing at. ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I LICENSE #0050068 1005 VANNeSSA DrtOV1EDOX1.32766 of TPI{. (Truss Plate Inslftute, TPI, Is located at 583 D'Ono[rio Drive, Madison. Wisconsin 537191. Design: Matrix Analysis JOB PATH: C: (TEE-LOKIHOMEDIR TI: El QTY:1 ==-- ======Joint Location======_araace==t 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 3.2-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARIM LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 1 3.00 Eng. JOb- Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 usf 5X8 Face = 0-2-8 t 8 1366# 8.001n �Ralalo) scale = 0.1595 Truss ID: E1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 JB: ARLiNGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client The designer disclaims, any responsibility for damages as a result of faulty or lncarne (. 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- ctnc projectand accepts no responsibility or exercises no control with regardto fabrica- tion, handling. shipment and installation of ! trusses. This toss has been designed as an individual building component in accordance witl ANSI/7PI 1-1995 and NDS97 to be incorporated j as part. of the building design by a Building i Designer (registered architect or professional engmeer). when reviewed for approval by the building designer. the design loadings sham must be checked to be sure that the data shown are in agttment 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 cominu- ousiy braced by sheathing unless otherwise specified. where bottom chords in tension an not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl. ftcation. Any discrepancies are to be putin writing before cutting or fabnutlon. Plales shah not be installed over knotholes. knots or distorted grain. Members shall be ant for tight fitting wood to wood bearing. Con- nector pktes shag be located on both faces of the truss withnabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wile x 8' long. Sleds (holes) run parallel to the plate length. specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate at- ane 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 floe retardant treated lumber unless otherwise shown. For additional Information on. Quality Control refer to ANSI/TPI 1-1995 f PRECAUTIONARY NOTES '.. An bracing and --on recronrnendatbrs are to be followed in accordance with 'Handling lostallmg d Bracingr'. Hl"l. Trusses are to be handled with particular care during banding and burrdlbt*, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral form sham be designed and Installed by others. Careful hand - king Is essential and erection bracing Is always required. Normal precautionary action for -misses requires suchtemporary bracing during Ifogakittm between trusts to avoid toppling and dolninoing The supervision of eredlon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought if needed Concentration of construction lands grater than the design bads shag not be applied to trusses al any time. No bads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 Lan-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 6 0000 Face = 0-2-8 3.00 I o 1366# 8.001n - 1 0-0 (RO01 EXCEPT AS SHOWN PLATES ARE TL20 GA Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVt£DO.FL32766 Design: Mdrrix Analysis WO: ARLK MULTIPLE LOADS -- This design is the cailposite result of multiple loads. All COMPRESSION Chords are assumed to be Continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125ugh, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf limpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 6X8 3X4 6xR 40-0-0 TESTED PER ANSI1TPI 1-1995 IRIHK UNIUt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmdng shown om this drawing is not erection arch% wind bracing, portal bracing or similar bracing which Is a part of the holding design and which must be considered by the building designer. Bra cing shown s for lateral support of (nnss members only to reduce buckling length. Prow a ns must be made to anchor lateral bracing at ends and. specified locations detennlned try the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKWOMEDIR TI: F ATYA = = --Joint Locations== =====_==____ 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Luc Vert Horiz Uplift Y-Loc 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BOT H-ROLL, 5X8 1 3•00-Face = 0-2-8 9 8' 1366# 8.0(0r _ ,_ I (RO-10-10) scale = 0.1595 Eng. Job: : ARLK Dwg: Truss ID: F Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbc 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V _ _ 84 HCS: 08.20.02 j DESIGN INFORMATION This design Is for an Individual !nulling component and has been based on information Provided by the theist. The designer disclaims 1� any responsibility for damages as a result of i 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 prolect and accepts no responsibility or exercises no control with regard to fabrics - Lion. handling. shipment andinstallation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be tnmrponted as part of the building design by a Building Designer (registered architect or professional j engineed. When reviewed for approval by the j building designer. the design loadings shown must be checked to be sure that the data shown are In agreement withthe local building codes. local climatic records for wind or snow triads, Project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes comprssslon 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 celling. they should be braced at a maximum spacing of I0'dY o.c. connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responstbihty for such vert- f cation.. Arty discrepancies axe to be put in writing before cutting or fabrication. Plates shalt not be installed. over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be la®tedon both faces of the truss with nails fully Imbeddedand shall be sym.. about the Joint unless otherwise shown A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 6" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members a11a11 meet at the centroM of the webs unless otherwise shown. Connector plate sizes are minimum stza based on the form shown and may need to be tressed for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with for retardant treated lumber udess otherwise shown.. Por ade tuonal information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection mac mnendatlons are to Ix fa8owed In accordance with "Handling Instading h Bracing'. HIB-91. Trusses are to be handled with particular care during banding ',.. and bundling, delivery and tslallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- . tlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is allays re'quked. Normalprecautionary action for trusses requires such temporary bracing during Inslallatlon between trusses to avoid toppling and dominoing. The supervision of erection of trr,ssea shall be under the control experieneea In Ue br-rter of trnnsses. If - Professional advice shall be sought 9 needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. HKUIVk.�IUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTIONS L/999 L--0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 6.00 7-8-8 0-6-6 Face = 0-*8 a8 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chorus are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 12SWh, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in INP zone, TCDL= 4.2 psf, HCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 6X8 3X4 Ave 1366# 8.001, 1-0-0 CdA ES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA 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 Design: MWrix Analysis 40-0-0 1-1995 WAKIVIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provislans must be made to anchor lateral bracing aC ends and specified locations determined by the building designer. Additional. bracing of the overaD structure may be required. (See H1B-91 of TPq. ifruss Plate Institute. TPi. is located at 583 D'Onol'sto Drive. Madison.. Wisconsin 53719). JOB PATH: CATEE-LOKWOMEDJR TOTAL TI: F1 QTY: -====.Tout Locations=ae====_ ======_ 1)= 0g=0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ---- MAX- jONS PER BEARING LOCATIO,N___-- X-Love Vert Horiz Uplift Y-Love 0- 4- 0 1365 94 -973 BOOT PIN 39- 8- 0 1365 0 -1007 HOT H-ROLL I 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 asf SX8 Face = 0-2-8 �I S 1366# 8.001« 10-0 -00 (Ro-lo-lo) scale = 0.1595 WO: AR K Truss ID: F1 Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:09.05.02- 2158 - 85 MCS.• 09 M02 j DESIGN INFORMATION - 1 This design is for an individual building can Portent and has been based on information Provided by the client s The designer disclaim any respoos"Ity for damages as a result of I faulty or incorrect Information. speNicattans j and/or designs hnnt4hed to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- clfic pro)ed and accepts no responsibility or exercises no control with regard to fabrka- non. handling. shipment and Installation of trusses. This truss has been designed as an. Individual building component in accordance with ANSIlM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer treglstercA architect or professional englneerl when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data show are In ageernent with the local building codes. local dlnatic records for wind a snow bads. prcJect specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords Itop or bottom) are contlnu. ously braced by sheathing unless otherwise spec8led 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 to -(r o.c. Connector platn shall be Manufactured from 20 gauge hot '... dipped gahan(zed steel. meeting ASTM A 653. Grade 40. unless otherwise show. FABRICATION NOTES Prior to fabrication, the fabricator shall review '.. this drawing to verily that this drawing is in conformance with the fabricators Plata, and to realize a continuing responsgnnity for such Wd. fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the thus with nails fully Imbedded and shall be sym. about the Joint unless otherwbe show. A Sx4 plate is 5` wide x 4- long A 6x8 plate is 6 wide x 8' tong. Sloe (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the central of the webs unless otherwise shown. Connector plate stzes are mminima sizes based on the forty shown and may need to be increased for certain hand- Ung and/or erection sties ea. 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-t995 PRECAUTIONARY NOTES All bracing anderection recommendatiom are to be followed in accordance with "Handling Installing & Bracing. HIBAI. Trusses are to be handled with. Particular care during banding and bundling, delivery and instal4tbn to avoid damage. Temporary and pen ntrimt bracing for holding trrasses in a straight and plumb pos- Hbn and for resisting lateral forces shall be designed and installed by others. Careful hand- . hng Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during tnstallatkln between trusses to avoid toppling and da nlnoing. The supetvls)on Of erection of trusses shall Ix under thecontrol of persons experienced in the Installation of trusses.. Ptvfessb"al advi= shall be sought if needed. Concentration of construction loads greats than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to muses until after all fastening and bracing Is catupleted- J13: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CtlHINECTION PER SCHEDULE: Support 1 972# Support 2 1006# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D--0.29" T--0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42■ MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 Face = 0-2-8 3.00 I 0-8 1366# 8.001, - 1- 0 (RO-10-10) I EXCEPT AS SHOWN PLATES ARE T120 GA [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -4046 0.48 12-11 3638 0.79 2- 3 -3417 0.42 11-10 3662 0.67 3- 4 -3073 0.46 10- 9 3072 0.54 4- 5 -3418 0.43 9- 8 3661 0.66 5- 6 -4045 0.49 8- 7 3637 0.79 6X8 6X8 40-0-0 TESTED PER ANSUTPI 1-1995 n/%KP11MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing show on this drawing I, not erection bractng, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Brae shown Is for lateral support of mass members only to reduce bucWirrg kngch. Provigbns must be in8 made to anchor lateral bracing at ends and ay effied locations determined by the building designer. Additional hieing to the . is to structure may be required. (See HIB-91 of TP0. flttnss Platt institute. TPi. is located at 583 D'Onofrio Drive. Madison We consm 537191. JOB PATH: C:17EE-L0K1H0MEDfR TI: G QTY: ___=-__=_=====Joint Locations_______________ 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION -.... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 -972 BOT PIN 39- 8- 0 1365 0 -1006 BOT H-ROLL I 3.00 Eng. Job: Dwg: DS913r: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 8-2-6 0-6-6 SX6 Face = 0-2-8 080 1 7 1366# 8.00ir (RO-10-10) scale = 0.1595 Truss ID: G Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Cade Desc: HCS: 08.20.02 DESIGN INFORMATION This dtslgn is for an individual budding. component and has been based on tnfonnation. provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrectinformation, specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracy Of this Information as It may relate to a spe. clfle projectand acceptsno responsibility or exercises no controlwith regard to fsbAes- 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 part of the building design by a Building Destgrrer (registered architect or professional eng(neer). When rev(twaf for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building. codes, local climatic records for wind or snow, bads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are-ntinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tensionare not fully braced laterally by a properly applied rigid ceiling, they should be braced at a. maximum spacing of 10'-O' - Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator, shall review this drawing to verify that this drawing is to conformance with the fabricator's plans and to realize a continuing responsibUity for such ved- fiwtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grata. Members shall be cut for tfght Wing wood to wood bearing. Con. nector plates shall be located onboth faces of the truss with nalbs fully Imbedded and shall be sym. about the Joust 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 om web members shag meet at the centrold of the webs unless otherwise shown Connector plate sties are minimum sizes based on the forces shown and may need to be Increasedfor certain hand- ling and/or erection stzesses. 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 & Brardng-. HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful. hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires suchtemporary bracing during I115tallat1on between misses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentraibn of construction loads greater than the design loads 'hall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. Jt%: AKUNt-:ION K 3&4 AC: 10# UPLIFT D.l. WO: TOP CHORDS. 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT COIRIECTION PER SCHEDULE: Support 1 972# Support 2 1006# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 6 0000 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125uph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 B1d Type. Encl L= 58.0 ft War 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4046 0.48 12-11 3638 0.79 2- 3 -3417 0.42 11-10 3662 0.67 3- 4 -3073 0.46 10- 9 3072 0.54 4- 5 -3418 0.43 9- 8 3661 0.66 5- 6 -4045 0.49 8- 7 3637 0.79 6X8 6YR 8-4-8 0-6-6 T7� I Face = 04 13-10slo 0-8 1366# 8.001r " i-0-0 C(j�A S (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I'Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis WAKiV11VG: 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 winch is a part of the building design and which mustbe considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Prm tsforu must be nude to anchor lateral bracing at ends and specified locations determined by The budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP11. cans- Plate institute. TPI. is located at 583 D'Onofno Drive. Madison. Wisconsin 5371% TI: G 1 BTY:1 ___==a __- ---Joint Locations=-____=_===__e; 1)0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Los 0- 4- 0 1365 97 -972 BOT PIIN 39- 8- 0 1365 0 -1006 BOT H-ROLL -G 0000 ( 3.00 Eng. Job: Dwg: Dsgor: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 5X8 Face = 0-2-8 -__' i 7 1366# 8.0011 (R0.10-10) scale = 0.1595 Truss ID: G1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOKIHOMEDIR 11CS: 08.20.02 DESIGN INFORMATION This destgn is for an individual building component and has been based. on Information provided by the client- The designer dfsclaiams any responsibility for damages as a resuit 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- ciflc project and accepts no responsibility or exercises no control with regard to fabtics- tbn. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSIM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer tregistered architect - professional engineed. When reviewed for approval by the building designer. the design loadings sluwn must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow toads. project specifications or special applied 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 sperkned. Where bottom chords in tension arc not fully braced laterally by a properly applied. rigid ceWng, they should be braced at a maximum spacing of 10'-0" o.c. Connector piates shall be manufactured from 20 gauge but dipped galvanized steel meeting ASTM A 653. Grade 40. unkss otherwise shown. FABRICATION NOTES Prior to fabrication., the fabriater shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsfWtity for such veri- flrattan. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light titling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5-4 plate b 5- wide x 4- long. A 6.8 plate is 6- wide x 8- bong. Slots iholesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection. stresses. This truss is not to be fabricated with fire retardant treated. lumber unless otherwise shown For additional Information on Quality Control refer to ANSI/TPI i-i995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling lnstalnng & Bracing". Hl" 1. Trusses are to be handled with particular are during banding and buundling, delivery and tit-t all tion to avoid damage. Temporary and permanent bracing for holding trusses. In a straight and phanb pos- itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tratallatlon between trusses to avoid toppling and dvmbnoing The supervision of erection of trusses shall be under the control of persons experlenced in the installation of trusses. Professional advice shalt be sought if needed. Concentration of construction toads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. ors: AKLIN(.4ION K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D--0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTICK: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB = 1.15 6 000(1 9-0-8 0-6-6 Face = 0-2-8 3.00 I 0-8 1366# 8.0011 1�-0-0_� (� (RO-10-10) I I WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown, Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -4060 0.48 12-11 3655 0.79 2- 3 -3246 0.44 11-10 3672 0.66 3- 4 -2899 0.30 10- 9 2899 0.45 4- 5 -3246 0.44 9- 8 3671 0.66 5- 6 -4059 0.50 8- 7 3654 0.79 6X8 6X8 4"-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda tems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1006 VANNFSSA DROVIeDO.Fl-32766 Design: Matrix Analysis WAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may he required- (See HIB-91 of TPq. (Russ Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madtsen. Wisconsin 5371% JOB PATH: C:)TEE-LOKIHOMEOIR TI: H ___ === ====_ �Toint Locations=========_ 1) 0- 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ---MAX- REACTIONS PER BEARIIIG LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 64 -962 BOT PIN 39- 8- 0 1365 0 -996 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 962# Support 2 996# -6.00 I 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Dsf SX8 Face = 0-2-8 I 7 1366# 8.001, 1(RO-10 -10) scale = 0.1595 Truss ID: H Date: 4-21-03 v ` DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.X.02 DESIGN INFORMATION 1 This deslgrt Is for an individual. budding j 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- c71c project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installa0on of trusses. This truss has been designed as an I hrdivldnmi budding component In accordance will ANSI/TPI 1-1995 and. NDS-97 to be Incorporated. as part of the building design by a Budding Designer beglatered awl'itect or professional engfneerl. When reviewed for approval by the building designer, tine 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 wild 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 coNlnu- ousiy braced by sheathing unless otherwise specified. Where bottom. chords In tension are not fully braced laterally by a property applied rigid oel tng, they should be braced at a maximum spacing of I(Y-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown - FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators pans and to tralize a continuing responaibility for such veti- Deatlon. Any discrepancies are to be put in wining bdore ar[ting or fa(xiration. Plates shall riot. be kcslaged over Imotholes. knots or distorted grata Members shall be cut for tight fitting wood to wood beating. Con- nector plates shalt be located on both faces of the truss with. Trans fully imbedded and shall be symabout the John unless atberwt- shown. A 5x4 plate Is 5' wide x 4- king. A 8x8 plate is 8' wide x 8- long. slots (holes) run parallel to the plate length specified. Double ..is on web members strati meet at the centrotd of the webs unless otherwise shown. Connector plate sizes ate mlnlmum stirs based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSf/TP1 I-1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed in accordance with -Handling Installing g B-cine. H19-91. Trussed arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and peronanent bracing for holding trusses in a slralght and plumb pos- ition and for restsurg 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 topping and dominaing. The supw&ion of erection of trusses shag be tinder [he confrot of persons ezperlenced b tine fnstati.tion of trusses. Professional advice shaft be sought If needed. Concentration of construction bads greater than the design bads shag notbe applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. JD. AKLl1V+oIUN K Jac4 AC:: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the ceuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D--0.29" T=-0.58" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.210 RMB = 1.15 9-5-0 0-6-6 Face = 0-2-8 00 3.00 1366# 8.001, - 1-01-0 -0 (Ra1a10) I IQ EXCEPT AS SHOWN PLATES ARE TL20 GA �!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA D0.0V1ED0.iT_52766 Design: Matrix Analysis WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4063 0.48 12-11 3659 0.78 2- 3 -3143 0.45 11-10 3673 0.66 3- 4 -2826 0.30 10- 9 2825 0.41 4- 5 -3143 0.45 9- 8 3672 0.66 5- 6 -4062 0.50 8- 7 3658 0.78 6X8 6X8 40-0-0 TESTED PER ANSI/TP1 1-1995 WAKNIMU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bnrl ng shown on this drawing is not electionbracing, wind bracing, portal bracing or similar bracing which Is a partof the building design and whichmust be corisidered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling lenPm length. P-isiom must be made to anchor lateral bracing at ends and specified locatlons determined by the budding designer. Additional bracing of the overall structure may be required_ (.See HIS-91 of Tpg. (Truss Plate In3tifute. TPI. Is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). JOB PATH: CATEE-LOKIHOMEDIR TI: I QTY:1 ==... Joint Locations===gags= =o=e.- 1) 0- 0- o 2) 9- 5) 30- 8-10 9) 22- 2- 01 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 65 -954 HOT PIN 39- 8- 0 1366 0 -988 BOT H-ROLL, PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 954# Support 2 988# ( 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC lave 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf SX8 Face = 0-2-8 I i 7 1366# 8.00n (Ro-1a1o) scale = 0.1595 Truss ID: I Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Cade Desc: HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual bWWMg component and has been based. on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty m incorrect Infomaatbn, specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracy Of this Information as tt may relate to a spe- cific project and accepts no responstlMy m­ —. no control with regard to fabrica- Ibn, handling, shipment and instaltamon of trusses. This truss has been designed as an Individual building component in accordance with ANSIfM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Destgmer (registered ardaect or professional engineerd. when m mewed 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, toads, project specifications - special applied loads. Unless shown. tens has not beendesigned for storage or occupancy bads. The design assumes compresslari chords (top m bottom( are con lmi- orsly braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a property applied rigid ceilingthey should be braced at a maximum spacing of lCr4r 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 verlfy that this drawing is in mnfotmarice with the fabricator's plan and to realize a continuing responsibility for such veri. fication. Any discrepancies an, to be put in wrWng before cutting or fabrication. Platesshall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long A 6x8 plate B 6" wide x W Tang. Slots tholes) run parallel to the plate Length spectlted. Double cuts on web members shaft meet at the crntrold of the webs unless otherwise shown. Connector plate sizes are minknum sires based on the forcesshown and "way need to be Increased for certain. hamd- . ling and/or ert Alon stresses. This truss is not to be fabricated with fire retardant treated dumber unless otherwise shown. For addltional infomwtion on Quality Control refer to ANSI/TP1 1- 1995 PRECAUTIONARY NOTES Ail bracing and ---n recommendations ate to be. followed In accordance with -Handling Inst-" & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Tempmtaty and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Wtalledby others. Careful hand- ling Is essential and erection bracing B always requited. Normal precautionary action for teases requires suchtemporary bracing during tt>staga0at bawem tftes to avoid toppling and dominoing. The supervision of erecum of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought Of needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses unfit after all fastening and bracing Is completed.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 702# Support 2 603# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D- 0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 4-5-15 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl. L= 58.0 ft W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -792 0.33 7- 6 649 0.26 2- 3 -1539 0.42 6- 5 639 0.41 5- 4 1319 0.50 TI: J __ `— ,TOint LOcatiOIIB= :a _= _ =======. 1) Oa 0 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 ------------ TOTAL DESIGN LOADS Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 Concentrated LBS Location BC Vert L+D -930 13- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 620 12 -702 BOT PIN 14- 2- 3 1307 0 -603 BOT H-ROLL 6 00 Q 4X6 `l&`' 2X4 6X8 14-4-0 I 620# 8.001, ° 1-1-9 _I_ (R1-1-7) 144-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNEs5A DROVIEOOX1.32766 Design: Mmrix Analysis �ftKNIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and winch must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provlsiom must be made to anchor lateral bracing at ends and specified lomtiom determined by the building designer. Additional bracing of the overallstructure may be required. (See H18-9 i of TPII. (Truss Plate Institute. M. is located at 583 VO-ofrto Drive, Madison, Iviswmin 53719). JOB PATH: CATEE-LOKWOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 4-2-6 _V- 0-8-6 130088# 3.62" scale = 0.4333 WO: APZL�� Truss ID: J Date: 4-21-03 DurFac - Lbr: 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.On Design Criteria: TPI Code Desc: V:09.05.02- 21594- 9 HCS: 08.20.02 JV: ARLII4(31ON K 3&4 AC: DESIGN INFORMATION This design Is for an Individual building component and has been based on. Information provided by the clienL The designer disclaims any responsibility for damages as a result of faulty or Incorrect idornation,specifications and designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- 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 I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional I 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 bulking 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 contlnu- ously braced by sheathing unless otherwise specified. Where bottom. chords in tension are not fully bracedlaterally by a properly applied rigid ailing. they should be braced at a maximum spacing of f0'-0" o.e. Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review Oils drawing to verify that this drawing is in conforman with the fabrRator s plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knothcles. (mots or distorted gram. Members shall be cut for tight mt(ng wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mini uon sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss 13 not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES t All bracing and erection recommendations are to be followed in accordance with "Handling Installing Q 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- alon and for resisting lateral forces strall. be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during installation between asses to avoid toppling and dondnoing. The supervision of emcUon of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought if needed. Concenttatian 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 shad be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 458# Support 2 413# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB - 1.15 4-5-15 0-6-6 4 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of n0ltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type. Encl L- 58.0 ft W= 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI 1- 2 -571 0.18 2- 3 -431 0.16 3- 4 448 0.17 4- 5 27 0.11 ..BC ... FORCE ... CSI 8- 7 477 0.21 7- 6 -327 0.18 487# 8.00" I 1.1-9 _�_ 1 (R1-1-7) 13 0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNEWA DROVIEDOSL32766 Design: Matrix Analysis 4X6 TI: K ____ ===Joint Locations=====_========= 1) 0- 0- 0 4) 10-10-is 7) 7- 4- 0 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 3) 7- 4- 0 6) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 42 -458 BOT PIN 12-10-12 422 0 -413 BOT H-ROLL JA0 3X4 1VIII(NIMU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portalbracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speclfted locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB_91 of TPI) frruss Plate Institute. TPI, Is located at 583 D'Onofna Drive. Madison. Wisconsin. 53719). JOB PATH: C:11'EE-LOKI110MEDIR 423# 2.50" scale ee 0.4674 Eng. Job: WO: ARLK Dwg: Truss ID: K Dsgnr: TLY C11k: Date: 4-21-03 TIC Live 16.0 psf _ DurFae - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V"0 5.0 - 1 RCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual budding component and has been based on intonation 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- cific project and accepts no responsibility or exerclsm 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/TPf 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engneerl. when reviewed for approval by the 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 bads, protect specifications or special applied loads. Unless shown, taus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid «(ling, they should be braced ata maximum spacing of 10--W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be litsta8cd over knotholes, knots or distorted gram. 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 the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" tong. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centmld of the wehs 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 (3 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 am to be followed in accordance with "Handling Installing & Bracing'. H113-91. Trusses are to be handled with particular care during banding and bundling, dehv sy 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 musses to avoM toppling and domtnoing. The supervision of erection of trusses stall be under the control of persons experienced In the Installationof trusses. Professional advice shall be sought it needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 406# Support 2 346# MAX LIVE LOAD DEFLECTION: L/999 L=4.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 4-5-15 0-66-6 _L WO: ARLK WE: MULTIPLE LOADS -- This design is the Calposite result of mLItiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss in ]2iT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req ­TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -566 0.14 7- 6 -483 0.21 2- 3 -432 0.15 6- 5 0 0.14 3- 4 -359 0.26 0 ' I 13-0-0 487# 8.0011 �1-1-9 r(111-1-7) 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR0VIED0.FL32766 Design: Matrix Analysis TI: L QTY: ________======Joint Locations=====--==— ---� 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lod 0- 4- 0 487 172 -406 BOT PIN Type 12-10-12 422 0 -346 BOT H-ROLL 4X6 'IVA 'All 2X4 VMMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (.See HIB-9I of TP11. (Thus Plate Institute. TPI. Is located at 583 D'Onofilo Drive. Madison, wiscomm 537191. JOB PATH: C:ITEE-LOKVIOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 4-2-6 423# 2.50" scale = 0.4674 WO: ARLK��� Truss ID: L Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:09.05-02- 21597- o HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been bests on Information provided by the cheat The designer disclaims any reiiponsibdxy for damages as a result of faulty or Incorrect Information. specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this infomnition as It may relate to a spe- cdic project and accepts no responsibility or ' exercises no control with regard tkm handling, shipment and installationt trusses- This truss has been designed as an Individual budding component in accordance wai ANSI/'(Pl 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engneer). When reviewed for approval by the budding designer, the design kvadings shown must be checked to be sure that the data shown are In agreement with the local building codes. i local climatic records for wind or snow loads, j project specifications or special applied loads. Unless shown.. truss has not been designedfor storage or occupancy kieds. The design assumes cormpresalon chords (top or bottanl are continu- oruly bracedby sheathing unless othervitse specUled. Where baton chords In tension are not fully braced laterally by a property applied rigid telling. they should be braced at a ma>mnum Spacing of 10'Ar me. Connector plates shad be manufactured from 20 gauge hot j dipped gaMantxed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that flats drawing is in conformance with the fabricator's plans and to 1 realize a continuing respomibtdty for such vert- fkation. Any discrepancies are to be put In writing before cutting or fabrication. Plate stud root be lrra4.1 over knotholes. knots or distorted grain, Members shad be cut for tight fitting wood to wood bearing. Con- ; tnectm plates shad be located on both faces of the truss with mails fully Imbedded and shad be sym, about the joint Wiles otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wade x 8" king Slots (holesl run parallel to the plate Length specified. Double cuts on web '.. members shad meet at the centrotd of the webs unless otherwise shown. Connector plate size are, minimum sties based on the force. shown .''..and may need to be increased for certain hand. hug and/or erection stresses. This thus is not to be fabricated with fire retardant treated 'lumber unless otherwise shown. For additional Information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An bracing and emcwn recommerrdattons are to be followed in accordance with "Handling lmtaMng & 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 muses In a straight and plumb pos- (tlon and for resisting lateral forces stall be delgned and installed by others. Careful hand- Nng Is essential and erection bracing Is ab"ays mqulred. Normal precautionary action for busses requires such temporary b--g. during hStallatbfl between tnisse5 to avoid toppling rind domhioing The supervision of erection of (noses strati be under the control of persons mpertenced in the Installation of trusses. Professlonal advice shad be sought if needed. 2oneentration of construction loads greater :ham the design bads shall not be applied to :tus es at any (line, No loads other than the might of the erectors shad be appliedto cusses until after all fastening andbracing s completed. its: AKLINC:iION K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 13, 0" span framed to BC one face 01 0" span framed to TC opposite face PROVIDE UPLIFT CONNECPION PER SCHEDULE: Support 1 377# Support 2 412# MAX LIVE LOAD DEFLECTION: L/999 L--0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.00 4 917# 3.50" WO: WE: I): Plate(s) OFFSET from joint center. The Joint Detail Report deist be included With any submittal, inspection, and/or fabrication doctmlentation. All COMPRESSION Chords aze assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft we, 8.8 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 -742 0.03 8- 7 -9 0.37 2- 3 -716 0.05 7- 6 40 0.72 3- 4 0 0.02 6- 5 0 0.64 LI ____ __= ====Joint Locations=� ----======-=, 1) 0- 0- 0 4) 8- 9- 0 7) 1- 4-14 2) 1- 4-14 5) 8- 9- 0 8) 0- 0- 0 3) 7- 2-11 6) 7- 2-11 ------------ TOTAL DESIGN LOADS ____________ Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 8- 9- 0 BC Vert L+D -186 0- 0- 0 -186 8- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Lot Type 0- 1-12 917 9 -377 HOT PIN 8- 7- 4 917 0 -412 BOT H-ROLL 6X12 r 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mainz Analysis WP-MiN(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 sftrt&r bracing which Is a part of the budding design and which must be coosidercd by the buddingovi designer . Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Russ Plate Institute. TPI, is located at 583 D'Onofrb Drive. Madison, Wisconsin 537191. JOB PATH: C:ITEE-LOKIHOMEDIR 3X6 1-a-s 1 5 917# 3.50" scale = 0.7000 Eng. Job: WO. AR C Dwg: Truss ID: L1 Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DUrFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0Psf •p .p - 2 599- IICS 08.M.02 DESIGN INFORMATION This design is for an lnddvidual building 3 component and has been based an Information provided by the client. The designer disclaims i any responsibility for damages as a result of faulty or Incorrect Information. speciflesilons i and/or designs furnished to the truss designer by the client and the correctness or accura of this Information as It may relate to a. spe- cie project and accepts no responsibility or exercises no control with regard to fabrics- tion. handling, shipment and Installation of trusses. This thus has been designed. — an j individual budding component In accordance will ANSI/7Pd 1-1995 and NDS-97 to be Incorporated. as part of the budding design by a Building Dstgner begstered architect or professional englomd. Wben reviewed for approval by the building dcslgner. the design loadingss shown must be checked to be sure that the data shown arc In agreement withthe local building codes, loaf climatic records for wind o snow bads. project speclfkations or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied dgid cedhig, they should be braced at a maxhnum spacing of IO'40" o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel. meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fleaiton. Any discrepancies are to be put in writing before cutting or fabriabon. Plates shad 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 the)oint unless otherwise shown. A 5x4 plate is Y wide x 4- long A 6x8 plate is 6- wide x 8" long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector, plate sizes are minimum sizes based on the forces shown and nay need to be Increased for certain hand- ', Itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional information on Qual0.y Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with-HAndUng InsfaLLtrrg A Bracing". HIB-91. Trusses are to be handled with particular ate during banding and bundling delivery and Installation to avoid ',. damage. Temporary and permanent bracing for holding [noses In a straight and plumb pos- Kim and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between tnoses to avoid Wp*g and domhtdng The supervision of erection of trusses shah be under the control of persons experknced In the Installation of trusses. Prnfessionad advice shag be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tnusses 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. JO. AKulVbivN K J&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 HOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120- nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 740# Support 2 740# MAX LIVE LOAD DEFLECTION: L/841 at JOINT # 3 Ls-0.11■ D=-0.12" T=-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" WO: ARLK WE: MULTIPLE LOADS -- This design is the coaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 0" span framed to TC one face 8' 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V. 12%ph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 40.0 ft W= 8.8 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- 2 272 0.60 6- 5 0 0.90 2- 3 0 0.27 5- 4 0 0.90 RMB - 1.00 2-PLYS REQUIRED 3-0-0 5X6 1907# 8.0011 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005yAMNESSA DROVIEDOXI-32766 Design: Matrix Armlysis AMMU: 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 brae g. wind bracing. portal baring o stmtlu bracing which is a part of the budding design and which must be consideredby the budding designer. Bracing shown is for lateral support oftruss members only to reduce buckling length. Provislons nnrst be made to anchor lateral bracing at ends and specified locations determined by the budding destgner. Additional bracing of the overall structure may be required. (See HIB-91 of TP11. (buss Plate Institute, TPi, is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. JOB PA171: C:ITEE-L0KIH0MEDIR L2 ____ __ - ===Joint Locations======_ _______ 1) 0- 0 0 3) 8- 9- 0 5) 6- 8-12 2) 6- 8-12 4) 8- 9- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ---------- Uniform PLF From PLFTo TC Vert L+D -435 0- 0- 0 -435 8- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOc Vert Horiz Uplift Y-Loc 0- 4- 0 1906 0 -740 BOT PIN 8- 7- 4 1906 0 -740 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in- ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 5X6 3-0-0 1 4 1907H 3.50" Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.7000 W :A I Truss ID: L2 Date: 4-21-03 DurFac - Lbr 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:09.05.02- 21601- 9 HCS. 08.20.02 .1t3: ARUNGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This designis for an tnd)v ual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a resultof 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- cifk project and accepts no responsibility or exercises no control with regard to fabrics - Lion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDSA7 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineers. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local chmatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compresstmn chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where, bottom chords In tension am not fully braced laterally by a property applied rigid ce8big, they should be braced at ar maximum spacing of 10'-4 o.c. Connector plates Shan be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Code 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to name a continuing responsibility for such veri. Bcation. Any discrepancies sm to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knob or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector ptates shalt to located on both faces of the truss with cads fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate la 6- wide x 8- long Slob (holes) cam,. parallel to the plate length specified. Double cuts on web members stun meet at the centroid of the webs unless otherwise shown. Connector plate sixes arc minimum sifts based on the forts eshown 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 "Handlingg. Installing & BracinHIS-91. Trusses are to be handled with particular care during bending and bundling delivery and installation to avoid dar"age. Temporary and permanent bracing for holding trusses in a straight and plumb pos- nton 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 bisstalhtfon between trusses to avoid toppling and dominointg. The supervision of erection of trusses shall be under the control of persons. experienced In the Installation of trusses. Professional advice shall be sought if needed Concentration of construction loads greater than the design loads shall not be applied to trusses at any tone. No loads other than the --fight of the erectors shall be applied to (tusscs unto after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 477# Support 2 425# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB = 1.15 4-5-15 0-6-6 WV: ARLK WE: MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125imph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -707 0.22 8- 7 599 0.27 2- 3 -537 0.15 7- 0 570 0.21 3- 4 -534 0.17 0- 6 385 0.15 4- 5 -675 0.22 6 0000 4X6 M ATY: -----Joint Locations========- -=-=- 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 3.4- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEMU24G LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 521 20 -477 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL '/:a 3X4 3X4 6X8 522# 8.0011 / L 1-1-9 -L (R1-1-7) 1 144-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I'Maronda Systems , 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mmrit Analysis WAKMIMU: 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 enxtton bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss member only to reduce buckling length. P-Isiow must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of fire overall structure may be required. (See HIB-91 of Ml f(7uss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CITEE-LOKIHOMEDiR Eng. Job: Dwg: Dsgnr: TLX Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 Psf TOTAL 33.0 osf 4-2-6 0-8-6 476# 3.62" scale = 0.4333 . ARLIK Truss ID: M Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:09.05.02- 21602- 95 HCS- 08.20.02 Jo. HKu1Vl7lVr4 K J&4 AL: IU# UPLIFT D.I. DESIGN INFORMATION This design is for an Inditnduai budding component and has been based on informaum provided by the client The designer disclaims any responsibility for damages as a result of .. faulty or incorrect Inforrmtion, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a ape-. cgk project andaccepts no responsibility or exercises no control with regard to fabaca- tion. handling. shipment and installation of trusses- Tbts truss has been designed as an individual budding component in accordance witk ANSIfM 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 budding designer the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) arc connnu- ously braced by sheathing unless otherwise speUncd.. Where bottom. chords In tension arc not fully braced later,* by a properly applied rigid ceding. they should be braced at a maxim= spacing of l0'-(i- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gaMulited steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shallreview this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verb Bcatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fags of the truss with nazis 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 (holed nun parallel. to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sires ale 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 wuh fire retardant treated. lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing (4 Bractrig". HIS-91. Trusses are to be handled withparticular 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 (or resisting lateralforces shall be '., designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to void toppUng and. donincing. The supervision of erection of trusses shall be under the control of persons experienced in the Installatim. of trusses. Professional advice shalt be sought if needed. Concentration Of construction lads greater than the design loads shaft not be applied to tresses at any time. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 566# Support 2 564# MAX LIVE LOAD DEFLECrION: L/999 L=-0.03" D=-0.031 T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.15 4-5-15 0-6-6 _! WO: ARLK WE: MULTIPLE LOADS -- This design is the cealposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC ... FORCE...CSI 1- 2 -616 0.18 2- 3 -965 0.19 3- 4 -827 0.14 4- 5 -827 0.14 5- 6 -965 0.19 6- 7 -616 0.17 ( 6.00 3.00 t ..BC ... FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 4X6 536# 64.0011 -- 1-1-9 GABLE S (A�(20) 2X4 14-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis 3.00 111IHKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing. wind bracing, portal bracing or similar bracing which is apart of the building destgn and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length- Prvisbns must be made to anchor lateral bracing at ends and spectned locations determined by the building designer. Additional bracing of the overall structure may be required. (See H1B-91 of TPI). (fruss Plate Institute. TPI. is located at 583 D'Onofria Drive, Madison. Wiscromstn 537191. TI: N ATY5 _E_ _ _=_ ===Joint Locations=-===_=_= ... === 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0' 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 535 -26 -566 BOT PIN 12- 0- 0 535 0 -564 HOT H-ROLL -6.00 1 0-6-6 Ens 4-2-6 536# 64.001, 1-1-9 scale = 0.3958 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psf TOTAL 33.0 usf Truss iD: N Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOK1H0ME0IR HCS. 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on lnfornation provided by the client The designer disclaims arty responsibility for damages as a result of faulty or incorrect information. specntcatbus and/or designs furnished to the true designer by the client and the correctness or accuracy of this Information as it may relate to a spe- jcgk Project and accepts no responsibility or ezercbes no control with regard to fabrica- tion. handing. shipment and installation of trusses. This truss has been designed as an individual building componeat in anmtdance with ANSf%TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineerl. When reviewed for approval by the 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 loads. Unless shown. truss has not been designed for storage or occupancy bads, The design assumes compression chords (top or bottom) are continu- ously braced by sheatfttng 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 maodmum spacing of to,-w o.e Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting AS1M A 653. Glade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall r-gcw this drawing to v-Vy that this drawing b in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ftration_ Any discrepandes are to be put in. writing before cutting or fabrication. Plates shaft not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector plates shag be located on both faces of the truss with natty fully imbedded and sball be sym. about the joint unless otherwise shown.. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6- wide x 8" long. Slots (holes? run parallel to the plate length speclf ed. Double —is on web members shall meet at the centmd of the webs '.. unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown '.. and may need to be increased for certain hand - Ong and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otberwise shown_ For addkj..i mtonnatbn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES '.... Ali bmcarg and erection recommendations are to be followed In accordance with "Handling HIB-91. Trusses am be handled with pinscularrare during banding and bundling. delivery and. installation to avoid. damage. Temporary and permanent bracing for holding trusses in a straigtrt and plumb pos- Rion andfor resisting lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing is always required. Norval precautionary action [or [ruses requires such temporary bracing during installation between Irtlssea to avoid la"Ung and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of true, Professional advice shad be sought if needed. Concentration of construction loads greater than the design bads shall notbe applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bractng Is completed. W. r1t1lulyd7lylV n J6(4 Al-: WIF UYLIH V.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS- 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 568# Support 2 615# MAX LIVE LOAD DEFLECTION- L/999 L--0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 4-5-15 0-6-6 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COWRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125aiph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 BId Type= Encl L= 58.0 ft W= 14.7 ft Truss in E1� zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE...CSI 1- 2 -953 0.41 2- 3 976 0.42 BC ... FORCE ... CSI 6- 0 -677 0.18 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 6 0000 4X6 I a-$-o 3.00 �t 3_00 1 6 I 536# 8.001e 1-1-9 COSMETICS ILS ) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI L�eeeeee� I4aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFS,SA MOVIEDO.FL32766 Design: Mairit Analysis TI: NI QTY:2 __ =--Joint Locations___________ ___ 1) 0==0= 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 535 48 -568 BOT PIN 14- 4- 0 535 0 -615 BOT H-ROLL, s t 4 536# 8.0011 14-8-0 1-1-9 1-1995 (R1-1-7) scale n►HKIP41MU.' 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. erecision bracing, wind bracing, portal bracing or similar bracing which h a part of the building dcsrgn and which must be considered by the building designer. Bracing shown is for lateral support of truss member only to reduce buckling length. Provisions must be made to anchor lateral bracing at. ends and specified locations determined by the building deslgur. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). [ITUsS Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. WLsconsin 5371% JOB PAIN: C:17ESL0KU10MFDIR Eq. Job: Dwg: Dsg-: TLY Chk: TC Lave 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 tKf 0-6-6 --T- 4-2-6 11 = 0.3958 Truss ID: N 1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0n Design Criteria: TPI Code Desc: HCS. 08, 20.02 DESIGN INFORMATION This design Is for an Individual building I component and has been based on. Information j provided by the dfenL The designer disclaims j any responsibility for damages as a -.It of faulty or Incorrect. Information. specifications and/or desigms furnished to the truss designer by the client and the correctness or accuracy j of this lolomution as it may relate to a spa cHlc pn#ect and accepts no responatb9N.y or exercises no control with regard to fabstca. tfon. 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 -Ing design by a Building Designer tnegisten:d architector professional engineer)- whim, mvkwed for approval by the building designer. the design loading shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow bads. Picled specifications - special applied bads - Unless shown. truss has not been designed for storage or occupancy loads. The design asasmnes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied ngtd ceding, they should u. be traced at a maximm spacing. of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaivanU.ed steel meeting AMM A 653. GS ode 40. unkaS Otherwise shown. FABRICATION NOTES Prior to fabstcation, the fabricator shad review, this drawing to verify that this drawing is In conformance with the fabricators plans and to miller a continuing responsibility for such ven- flration. Any discrepancies are to be put in writing before cutting m fabtiestuon. Plates shall not he 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 the Joint unless Otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Doubte cuts on web members shag meet at the centrokl of the webs. unless otherwise shown. Connector plate sizes ate snInbnum sires based on the forces shown and may need to be increased for -stain hand - it rrg and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional btformattarr on guabty Control refer, to ANSIrM I-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations are to be followed in accordance with -Handling f oatall ng & Braelng' 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 hobletg trusses In a straight and plumb pos- Won and (or resisting lateral forces shad be designed and Installed by others. Careful hand- Iing IS essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during lnstalktion between trusses to avoid toppling and dominoing The supervision of election of trusses shall be under the control a persons experienced In the installation of trusses.. Professional advice shad be sought if needed. Concentration of construction bads grater than Use design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. J0- AKL114l71UN K J&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASC:E 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 25.9 ft Truss in END zone, TCDL- 4.2 psf, BCHL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/866 at JOINT #15 L=-0.09" D=-0.05" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB - 1.15 0 WO: ARLK WE: MULTIPLE LOADS -- This design is the COMPOSite result Of s. All COMPRESSION Chords SSCOMPRESSIONChords are assumed ple dto be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 367# Support 2 663# Support 3 755# ..TC... FORCE ... CSI 1- 2 -181 0.29 2- 3 198 0.19 3- 4 243 0.27 4- 5 -568 0.28 5- 6 -611 0.35 6- 7 -981 0.38 7- 8 -1326 0.37 ..BC ... FORCE ... CSI 16-15 105 0.30 15-14 103 0.30 14-13 100 0.41 13-12 117 0.41 12-11 957 0.26 11-10 1095 0.29 10- 9 1097 0.38 6.00 -6�00 12 4X6 1-1-9 408N 3.50" -- 1197E 8.0011PL EXCEPT AS SHOWN PLATES4ARE TL20 GA/ 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 Design: Marrit Analysis 6.00 25-11-0 1-1995 Over 3 Supports ryHKRINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on (tits drawing Is not erection bracing. ward bracing, portal bracing or similar bracing which Is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. P(urisfons must be made to anchor lateral bracing. at ends and specified locations determined by the building designer. Additional bradng of the overall structure may he required. (See HiB-91 of TPI)- rr"as Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR n u __=_ ==__=====Joint LOOCCatiOrm=:======___=__=_ 1) 0- 0- 0 2) 7) 19- 8-13 13) 6- 9- 7 3-10-11 8) 25-11- 0 14) 5-11- 8 4) 6-10-15 15)10- 10) 19-19-12 16) 5) 9-11- 8 0-0 0 11) 15- 9-12 6) 15-11- 7 12) 9- 9-12 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loa Vert Boriz Uplift Y-Loc Type 0- 1-12 407 -66 -367 BOT PIN 6-11- 0 1197 25- 7- 0 998 0 -663 BOT H-ROLL 0 -755 BOT H-ROLL Eng. Job: D vg: Dsgur: TLY Chk: TC Live 30.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 47.0 nsf 1Av 8-6-2 0-6-6 T7� I 998# 8.0011 119 scale = 0.2378 Truss ID: O Date: 4-21-03 DurFac - Pit: 1.33 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS: 0&20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. I DESIGN INFORMATION I This design Is for an individual building component and has been basedon bdormauun. i provided by the client. The designer disdains i any responstbnfty for damages as a result of I faulty or Incorrect informalbn, specifications and/or designs furnished to the truss designer 3 by the client and the correctness or accuracy of this Information as itmay relateto a spe- cirk project and accepts no responsibility or jexercises no control with regard to fabrics. i a. handling. shipment and bnslalistion of trusses. This truss has been designed as an individual building component in accordance will i ANSI/TPI 1-19% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered atrh#ect - professional I engineed. When reviewed for approval by the bu>lding ,cstgoer. the design bad(ngs shown must be checked to be sure that the data shown jare in ageement with the local building codes, local climatic records for wind or snow bads, projectspecifications or special applied loads. Unless shaman, truss has not been designed for storage or occupancy Wads. The design assumes compression chords (top or bottom) are contlnu- j ously braced by sheathing unless otherwise specified. VAbe bottom chords in tension are not fully braced laterany by a properly applied rigid ceiling, they should be braced at a I magnum spacing of I9-W o.e Connector plates shall be manufactured Gom 20 gauge hot dipped galvanized steel meeting AS[M A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrication, the fabricator shall review j this drawing to vertfy, that this drawing is to conformance with the fabricator's plans and to realize a continuing responsibility for such veri- Itkation. Any discrepancies are to be put In ;writing before cutting or fabrication. Plates shall not be installed over ktottro(es, ibtots or distorted grain. Members stall be cut for tlgbt fittingwood to wood bearing. Con- nector plates shall be located en both faces of the truss with nib fully Imbeddedand shall be sym. about the joint unless otherwise shown. A :..U4 pate is 5' wide x 4' Wng A 6xs plate is 6" wile x 8- long. Slots (holesi run paraild to the pate length specified. Double cuts on web '.members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sins based on the forces shown and may need to be Increased for certain hand- Wtg and/or erection stresses. This truss is not 'to be fabricated with fire retardant treated dumber unless otherwise shown. For additional Information. on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Nf bracing and erection recommendations are to be followed inaccordance with "Handling Inst." 8 Bradge. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wtallation to avoid damage. Temporary and permanent bracing !or holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- Ing Is essential and erection bracing is always vqubed Normal precautionary action for zusses requires such temporary bracing during nslal[ation ktwem tntsses to avold top*g and dacnlnoing. The supervisionof crecuon of asses shalt be under the control of persons mpetenced in the installation of trusses. ?rofessbnal advice shall be sought If needed. :oucentratlon of construction bads greater han the design bads shah not be applied to asses at any time. No bads other than the weight of the erectors shall be applied to asses until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, Cr:C, V- 125mgh, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W- 25.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D---0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DHFr.ECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMS = 1.15 WO; ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 CDPR4ECTION PER SCHEDULE: Support 1 290# Support 2 451# Support 3 508# TC...FORCE...CSI ..BC...FORCE...CSI 1- 2 -140 0.27 12-11 81 0.21 2- 3 -390 0.27 11-10 31 0.20 3- 4 -405 0.26 10- 9 668 0.20 4- 5 -672 0.26 9- 8 762 0.22 5- 6 -916 Y 0.23 8- 7 763 - 0.28 6'00 - 06 0 n 9A-12 4X6 9-0-12 g{ 6.00 .1L 11 fo 283# 3.50" 842# 8.00nr 1-1-9 COS1 I 1 25-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA/LTESM PER ANSUTPI 1-1995 Over 3 Sup ports =Maronrda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP-OVIEDO.FL32766 Design: Matrix Analysis TVAKlV MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which. Is a part of the building design and which must be coasidem,I by the building designer. Bracing shown is for lateral support of truss members ooty to reduce buckling length. Provisions must be fade to anchor lateral bracing t ends and specified. locations determined by the building desig aner. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss Plate Institute TPI. is located at 583 D'Ono(no Drive, Madison, Wisconsin 53719), JOB PATH: C:ITEE-L0KLH0ME01R TI: O __=--== ====Joint Locations=====__==__=__= 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) IS- 9-12 8) 19- 9-3-2 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 283 41 -290 BOT PIN 6-11- 0 841 0 -451 BOT H-ROLL 25- 7- 0 689 0 -508 BOT H-ROLL Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 8-6-2 0-6-6 7AV 1 M9 690# 8.001, 11-9 I (R1-1-7) scale = 0.2378 Truss ID: 01 Date: 4-21-03 DurFac -Pit: 1.33 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: HCS: 08.20.02 Jb: AKLiNt:�IVN K J&4 AG: 10# UPLIFT D DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- ciiic project and accepts no responsibility or exercises no control with regard to fabria- tlon. handling shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANS1/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Desigur (registered architect or professional englneerl. Whenreviewed for approvalby the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, protect specifications or special applied. bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu. ously braced by sheathing unless otherwise specified. Where bottom chords intension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriation. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabriatoes plans and to realize a continuing responsibility for such verl- fiatfon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shalt be cut for tight fitting wood to wood bearing. Con- nector plates shall be bated on both faces of the truss with nags fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6- wkle s 8" long. Sots (holes) run parallel to the plate length specified. Double cuts on web members shallmeet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hard - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional m Inforation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed In accordance with "Handling Installing & Bracing'. HIB91. Trusses are to be handled with particular are during banding and bundlin delis avoid g. cry and Installation to avoid '.. damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installatlon betareen trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1007# Support 2 437# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 0-6-6 8-9-11 T 3-M 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 25.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 440 0.42 12-11 -322 0.26 2- 3 -128 0.34 11-10 -366 0.27 3- 4 -144 0.23 10- 9 508 0.20 4- 5 -512 0.24 9- 8 632 0.21 5- 6 -768 0.21 8- 7 633 0.24 0 -6 00 i 4X6 1-0 8-8-12 --� I 6.00 CANT: 6-8-0 1195if 3.50" a� 0-11-8 25-11-0 CO T QP A S (8) 2X4 EXCEPT AS SIiOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on. this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (.See HIB-91 d TPi). rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKI110MEOIR TI: ... Joint Locations== = __=______= 1) 0- 0- 0 5) 19- 9-12 9) IS- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6- 9-12 1194 -44 -1007 HOT PIN 25- 7- 0 612 0 -437 BOT H-ROLL 8-6-2 612# 8.00" (119 R1-1-7) scale = 0.2385 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Psf Truss ID: 02 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS: 08.20.02 GIs: ARLIMilON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This destgtt Is for an individual building component and has been based on tnf nmation providedby the client. The designer disclaims any responsibillty for damages as a result of faulty or incorrect information. spectikalfons and/or deigns furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cffic. project and accepts no responsibility or exercises no control with regard to fabrfm- tlon. handling, shipment andinstallation of trusses. This truss has been designed as an individual building component in accordance wall ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect. - prdessk al engtmeerl- When reviewed for approval by the building designer, the designloadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local chmatic records for wind or snow loads, project specifications or special applied. loads. Unless shown. truss bas not been designed for storage or occupancy Inds. The deign assumes compression chords (top or boti oral are c tlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlgd cellfng, they should be braced at a maximum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawl" b in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies sue to be put in writing before cutting or fabrkauon. Plate shag 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 the jolt unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- keg. Slots (hoks) run parallel to the plate length specified. Double cuts on web members shall meet atthe centrold of the webs unless otherwise shown. Connector plate st— are minimum sizes based on the force shown and may needto be increased for certain hand- ling and./or erection stresses. This truss is not to be fabricated with fire retardent treated lumber unless otherwise shown For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing d Hraclg'. H113-91. 7'rtisses are to be handled withparticular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mon. and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tnsses rryuhces such temporary bracing during insla&tbn between (noses to avoid toppflitg and doodnofng. The supervision of erection of tnrsses shag be under the control of persons experienced in the insWlation of trusses. Professional advice shall be sought 9 needed. Concentration of construction loads greater than the designloads shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 5-7-15 0-6-6 1 WO: ARLK WE: ®2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. or a SCAB of the same dimension and grade as web nailed to face(s) of web with 10d nails staggered 8" O.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE regrd on any web exceeding 14, denotes ONLY a:.n edge or ONE face denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H- 15.0 ft, I= 1.00, Sxp-Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req F 6.6 0# 8.001, 1-1-9 cRl-1-7)� fa EXCEPT AS SHOWN PLATES ARE TL20 GA (Maronda Systems n 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOX1.32766 Design: Afmrir Andtysis 4X6 18 17 16 19-4-() TESTED PER ANSI/TPI 1-1995 VrKK1111V(i: READ ALL DOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and slued locations determined by the building designer. Additional bracing of the overall structure may be required. (See RIB-91 of TPI). (Truss Plate Institute, TPf, is located at 563 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: CATE:E-LOKWOMEDIR TI: P ATY:1 w==Joint Locations===______ _ - =====_ 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 ' 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Lox Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT R-ROLL 6.00 1 0-6-6 I T 1 0# 8.001, 119 Studs 0 2-0-0 o.c. scale = 0.3103 Eng. Job: WMARLK Dwg: Truss ID: P Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf Durfac - Lbc 1.25 TC Dead 7.0 psf DUrFac -Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAI, 33.0 psf V-09. 5 0 - 2 - HCS.' 0&20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client The designer disclaims any r sponsgAW for damages as a result of faulty or incorrect infornallon, speciflcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a ape- cif- project and accepts no responsibility or exercises no control with regard to fabrlca- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-I995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewedfor approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the localbuilding codes. brat 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 arc not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficatbn. Any discrepancies 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 fitting wood to wood hearing, Con- nector plates shall be located on both faces of the truss with raids fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long. A 6x8 plate Is 6' wide x T tong. 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 slur are mmhnum 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 addlUonal Information on Quality Control refer to ANSI/T'PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- gion and for resisting lateral forces shag be designed and Installed by others. careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InstallaUon between trusses to avoid toppUng and dominoing. The supervision of erection of trusses shag be under the control of persons experienced In the installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any Ume. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is campleted. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO; TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 679# Support 2 720# MAX LIVE LOAD DEFLECTION: L/999 Lin-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 5-7-15 0-6-6 I09 690# 8.0011 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125uph, H- 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type-- Encl L= 58.0 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ­TC ... FORCE ... CSI 1- 2 -925 0.35 2- 3 -725 0.24 3- 4 -725 0.25 4- 5 959 0.38 U ..BC ... FORCE ... CSI 8- 7 784 0.38 7- 6 784 0.38 4X6 IA (R1-1-7) I I 19-4-0 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32766 Design: Matrix Analysis VVHKRIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length.. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TYp. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. JOB PATH: C:ITEE-LOKIHOMEDIR TI: PI QTY:2 __=__==__s;===Joint Locatioas========_=_ _=_ 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 689 74 -679 BOT PIN 19- 0- 0 689 0 -720 BOT H-ROLL 0-6-6 T 1 690# 8.001, 11-9 scale = 0.3103 Eng. Job: ; q Dwg: Truss ID: P1 Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09 0 -21609-1( HCS: 08.20.02 B: ARLINGTON K 3&4 A( 10# UPLIFT D.L. WO: DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific projectand accepts no responsibmty or exereisn no control with regard to fabrica- tion. handling, sblpmnent and Installation of tnsses. This truss has been designed as an individual building component in accordance with ANSI/M 1-1995 and NDS-97 to be incorporated as part of the building design by a. Building Designer (registeredarchitect 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 binding codes, local climatic records for wind or snow loads. project specifications m specialapplied bads. Unless shown- truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contmu- ous)y braced by sheathing unless otherwise specified. where bottom chords Intorsion are not fully braced laterally by a properly applied rtgd ceding. they should be braced at a maximumsparing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaivanteed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in conformance, with the fabricator's plans and to realize a continuing respous ibWty for such vart- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting. wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x6 plate is 6- wide x 8' long. Slats (holes) run Iwaliel to the plate length specified- Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sues are minimum sizes basedon the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with liandBng Installing a Bracing••. MB-91. Trusses are to be handled with particular cueduring banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight andplumb pos- Slon and for resisting lateral fors shag be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoln& The supervision of erection of tresses shall be under the control of persons experienced in the installation of trusses. Prafessbnal advice shall be sought if needed - Concentration of construction loads greater tban the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCB 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L= 58.0 ft W= 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01■ RMB - 1.15 TI: Q MULTIPLE LOADS -- This design is the =___ ___ =----joint Locations .=====___=__--- ccuposite result of multiple loads. 1J= 0-=0- 0 4) 13- 0- 0 7) 0- 0- 0 ' All COMPRESSION Chords are assumed to be 2) 4- 5- 1 5) 13- 0- 0 continuously braced unless noted otherwise. 3) 8- e- 0 6) 8- 8- 0 End vertical(s) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION----- tolateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 487 188 -379' BOT PIIN Support 1 379# 12-10-12 422 0 -352 BOT H-ROLL Support 2 352# --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -549 0.17 7- 6 459 0.24 2- 3 -356 0.16 6- 5 0 0.16 3- 4 -278 0.14 8-8-0 4-4-0 1 2 4 U 4X6 3X4 - -' 3x5 2X4 4-10-6 M 13-0-0 7 6 5 487# 8.00" 423ff Z.SOr' 1-1-9 �® (Rj� 1_1_7) 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4070 WAKIVING: READ ALL NOTES ON THIS SHEET. EHg. Job: , LMarondd SySteMSA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dvg: Truss ID: Q CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing m not erection bmcJng. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support 1d In= members only to mfuce buckling length. Provisions mint be BC Live 0.0 pf O.C. Spacing: 24.0" g TOMAS PONCE P.E. made to anchor lateral bra at ends and by the budding des bracing permed traitor determined d ! designer. Additional bracing or the overa6 structure may be required. flee tots-si ofTPn. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 frruss Plate Imlitute, TPI, is located at 583 D'Onouto Drive, Madison. Wisconsin 53719). .�..1f COUe De$C: 1005 VANNESSA DROVIEDO.FL-32766 TOTAL 33.0 psf I V:09.05-02--2161 _ Design: Matru Analysis JOB PATH: C: )TEE-LOKiHOMEDIR RCS: off 20,02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the dtent and the correctness or accuracy of this information as a may relate to a spe- cdio project and accepts no responsibil" or exercises no control with regard to fabrica- tion, handling, shipment and Irstailatton of trusses. This truss has been designed as an IndivMual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer Ireglstered 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 Inagreement with the local budding 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 bads. The design assumes compression chords (top or bottami are conuuv- ously braced by sheathing unless otherwise Specified . Where bottom chords in tension are not fully braced laterally by a properly applied tied ceiling, they should be braced at a i maximum spacing of 10'-0' — Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrtation. Plates shad not be installed over knotholes. knots or distorted gran. Members shad be cut for tight fitting wood to wood beating. Con - nectar plates shad be located on both faces of '.. the truss with nails fully Imbedded and shadbe sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" -wide x 8" long. Slots (holes? run parallel to the plate length specified. Double cuts on web members shall meet at the centruid of the webs '., unless otherwise shown. Connector plate sizes '. are minimum sties based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ad bracing and erection recommmdatbns are ''.. to be followed In accordance with "Handling histalling R Bractne. HI13-91. Tlusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tresses in a straight and plumb pos- Itbn and for misting lateral forces shall be designed and installed by others. Careful hand- ing Is essential and erection bracing is always requled. Normal precautionary action for trusses requires such temporary bracing during installatiml btiween trusses to avoid Wppling and domloobig. The supervision of erection of trusses shall be under the control of pesos experienced in the Installation of trusses.. Professional advice shad be sought If needed. Concentration of constructionloads greater thanthe desto loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. Jt%: AKLIN(-410N K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLR: 2x8 SP #2 Analysis based on Simplified Analog Model, All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iutpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/577 at JOINT # 5 L--0.25" D= 0.00" T=-0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" ` MAX HORIZONTAL LIVE LOAD DEFLECT It3131� T= 0.06" RMB - 1.00 EXCEPT MON WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3" 0 120" : R QTY:2 ___... =___====.joint Locations====:___=====s= 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 e 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 x nails spaced 8" o.c Brace must extend at least 90% of web length ------------ Uniform TOTAL DESIGN LOADS ------------ 2x6 Brace required on any web over 14.-0". TC Vert L+D PLF From PLF To -46 -1-10- 9 -46 13- 2-10 MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 composite result of multiple loads. Shim or wedge if necessary to achieve full Concentrated LBS Location bearing. TC Vert L+D -31 1- 4- 4 PROVIDE UPLIFT CXXQ4EMcN PER SCHEDULE. TC Vert L+D TC Vert L+D -48 3- 9- 1 Support 1 609# TC Vert L+D -70 6- 1-15 -98 8- 6-12 Support 2 591# PROVIDE HORIZONTAL ccNNECTION PER SCHEDULE TC Vert L+D -127 10-11-10 : Support 1 263# BC Vert L+D BC Vet L+D -6 1- 4- 4 -TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2252 0.68 6- 5 2129 0.52 2- 3 O6 0.90 5- 167 0.47 48# 70# 3 3 1-68 I r BC Vert L+D -19 -44 3- 9- 1 6- 1-15 BC Vert L+D -60 8- 6-12 BC Vert L+D -76 10-11-10 -MAX. PER BEARING LOCATION----- 9 Loe Ve iz Uplift Y-Loc Type Z3- 0-10 71 0 -591 TOP H-ROLL 0- 4-13 678 263 -609 BpT PIN 0-1-0 i T 1-7-7 1 2-6-10 I ItL-0-Lu 6 678# 9.56" 5 4 1-10-9 719# 2.50" (R1-10-7) 12}6-10 �00--8�-0� AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 + 44� �# 76tE` `"'" " 5) nnnn�s scale = 0.4437 Maronda Systems WiKKIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing s not erection bracing wind bracing. portal bracing or sondar bracing which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling lengh. Provisbu, must be %t be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detern u by the budding de Additional bracing of the overaik structure may be required. lSee His-91 of y th LICENSE #0050068 !Truss Plate Institute, M. is located at 583 D'tkwfrio Drive. Madts m. Wisconsin 537191. 1005 VANNE85A D0.0VIEDOTI-32766 Design: Mafriz Analysis JOB PATH: CATEE-LOKIHOMEDIB Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 vsf Truss ID: R Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS.: 08.20.02 " DESIGN INFORMATION This design is for an bW*W-f budding component and has been based on tnformatbn ptovIded by the client The designer Atsdatras any mspomsibftity for damages as a result of faulty or Incorrect lrdonnetlon, specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- Zfc pmjed and accepts no responsibility or exerulses no control with reFTrd to fabria- j tion., handling, stdpment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANS1/M 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer (registered atchn— or professional engttneer). When reviewed for approval by the mending designer, the design badhW shown j must be checked to be sure that the data shown I are In ageemem with the localbudding codes. local chmatle records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage m occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwdse specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they shouldbe braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanited steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrlcatba, the fabricator shall review this drawing to vertfy that this drawing is In conformance with the fabriraWs plans and to lrealize, a continuing responsibility for such ved- . ncatlon. Any discrepancies arc to be put In 1 writing before cutting or fabrication. Plates shall not be installed over knothotes. 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 naffs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wile x 4- long A 6x8 plate is 6- wide x 8" Long. Slots (holes) run parallel to the plate knob specified. Double cuts on web members shall meet at the centrdd of the webs unless otherwise shown. Comu dor plate sites am min§num size based on the forces shown and may need to be Increased for certain hand - '.,ling and/or erection stresses. 'nits truss is not Ito be fabricated with fire retardant treated '.lumber unless otherwise shown. Par additional tnfonnati— on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 91andftng 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- Rion and for resisting lateral forcesshall be deslgned and installed by others. Careful hand- U g Is essential annd erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation beLween trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed Concentration of construction Inds greater titan the deign loads shaft not be applied to busses at any time. No bads other than the wdght of the erectors shall be applied to trusses until after all fastening and bracing is completed JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLR: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 58.0 ft W. 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 L=-0.24" D- 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.07- RMB - 1.00 4-5-10 0-66-1 _L 0=9- WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14r-0". MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full beariPROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL COM W.CTION PER SCIUMJLE Support 1 262# TC...FORCE...CSI ..BC ... FORCE...CSI 1- 2 1624 0.75 6- 5 -1780 0.31 2- 3 1694 0.83 - 4 -203 0.30 35# f 87# F 3.33 L68 ) I Ll- 6 5 367# 9.56" 1-10-9 (R1-10-7) 1 12-6-10 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1 5 (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNMSA DROVIEDOXI-32766 Design: Morris Analysis 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 emetkm bracing, wand bractog, Parisi bracing or similar bracing which h a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor Lateral bracing at ends and specified locationsdetermined by the budding designer. Additional bracing of the overall structure may be required- (See HIB-91 of TP11. Rruss Plate institute, TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: C:1TEE-LOK(HOMED/R Ti: _ __==== Joint Locations=====_=======_= 1) a- 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 13- 2-10 BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 ---MMA.Xp. REACTIONS PER BEARING LOCATION----- Vert 546 riz �2621 (TOT 26�9uplift PIN 0-6-6 i 2-6-5 547# 2.50" 64l� 40 (RO-8-5) scale = 0.4437 Eng. Job: Dwg: Dsgur: TLY Chk: , Truss ID: Ri Date: 4-21-03 TC Lice 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0n BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V•0 2- 14- HC5. 08.20.02 JB: ARLiNGTON K 3&4 AC: 10# UPLIFT D.I. WO: ARLK DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client The designer disclatrns any responsibility for damages as a result of faulty or incorrect Infornution. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information u a may relate to a spe- cilk project and accepts no responsiblitty or exercises no control with regard to fabrics- U—. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance will ANSI/TPI 1-1995 and. NDS-97 to be incorporated as part of the building design by a Building Designer (registered a+.Aaed or professional engmeed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shcuni are in agteernent with the local building codes. local cl#mtfc records for wind or snow bads, project specifications o special applied bads. Unless shown. truss has not been designed for storage o occupancy bads. The design assumes comprcask m chords (top or bottom) are connum, ously (raced by sheathing unless otherwise spedffed. Where bottom chords in tension are not fully braced laterally by a property applied rlgd cellirng they should to braced at a maximum spacing of 101-0" O.C. Connector plates shalt be manufactured from 20 gauge hot dipped italvantzed steel meeting ASTM A 65.3, Grade 40. in otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in. conformance with the fabricatoes plans and to reatlze a continuing responsibWty, for such. ven- fleation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothoks. knots or distorted grain. Members shall be cut for light filling wood to wood bearing Con- nector plates shall be located on loot faces of the truss with nails fully imbedded and shall be slim. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A ftil plate is 6" wile x 8" long. Slots (holes) run parallel to the plate length specifted. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sins are minimum sims based on the forces shown and may needto be incensed 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 Infanmavon on Quality Control refer to ANSI/'M t-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling installing At Bracing', H111-9 L Trusses are to be handled with particular care during banding and bmtdling.. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poe- ttbn. and for reslsting tateraf forces shag be designed and installed by others. Careful hand- tang is essential and erection bracing is atwways required. Normal precautionary action for trusses requires such temporary bracing during lustaltatbn between trusses to avoid InppWV and dominoing. The supervision of erection of trusses shalt be under the controlof persons experienced In the Installation of trusses. Professional advice shalt be sought If needed. Concentration of wnstrvctbn loads greater than the design loads shall not be applied to trusses at any tfine No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE. - support 1 422# Support 2 303# Support 3 /- 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L--0.17" D= 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 3-10-3 0-" _l Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTICIN PER SCHEDULE : Support 1 235# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.70 4- 3 -457 0.33 in: ... Joint Locations======__=__=__= 1)==0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc S 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, CRC, Vs 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Eacl L= 58.0 €t W= 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req l6-0-8 11 1 2 2-2-8 1-4-2 1 3.00 I 0-8-0 '®I I I 1 5-4-8 4 3 n la 1-1-9 1 8.00 76# 2501, 6-0-5 C/L: -114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 loos VANNFSSA DMOVIEDOXI-32766 Design: Matrix Analysis Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5459 VVAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : L A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss iD: S CONTRACTOR. Dsgnr: TLY Chit: I Date: 4-21-03 BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be mnskfered by the building designer. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC LIVe 0.0 pal Spacing: O.C. S P g. 24.0" made to anchor lateral bracing at ends and specified kc tlons determined by the building designer. Additional bracing of the overall structure may be required, (See Hf8-91 of TPn. BC Dead 10.0 psi .Design Criteria: TPI (Truss Plate Institute. TPL is located at 583 D'Onofrw Drive. Madison, Wisconsin 53719). ,, Cade Dese: TOTAL 33.0 psi V:09 5. - 21 JOB PATH: C:ITEE-LOKIHOMEDiR HCS: 08.20.02 UN K 38t4 AC: 1 U# UPLIFT D.L. WO: ARLK DESIGN INFORMATION Thh design is for an tnchWual budding component and has been based on information provided by the client. The designer dfscfahns any responsibiity for damages as a result of faulty or incorrect information, specifications and/or designs fuml<hed to the truss designer by the client and the correctness or accuracy of this Information as A may rebate to a spe- c fM project and accepts no responsiMftty or exercises no control rvah rrgard to fataica- tion. handling. shipment and Installation of trusses. This ttvss has been designed as an individual bulldhtg component in accordance Witt ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer (registered architect or ptolessionat engtneet). When reviewed for approval by the balding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building erodes, 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 connpresslon chords (top or bottom) are con lnu- ously braced by sheathing unless otherwise specified. Where bottom chards in tension are not fully braced laterally by a tarty applied rigid Bening, they should be braced at a maximum spacing of la-O' o.c. Connector plates shall be manufactured from 20 gauge Trot dipped W&,anued steel meeting ASIM A 653. Grade 40. cmless otherwise at—. FABRICATION NOTES Prior to fabrication. the fabricator shaft review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a cominuing responsibility for such vent- firatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shadnot be Installed over knothoks. Im.ts - distorted gain. Members had be cut for tight fining wend to wood fearing. Can- rtxlor plates shall be locatedon 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 parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mlnhnum sues based on the forces shown and may need to be Increased for certain hand- Wg and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-I995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handdng Installing A Bracing'. HB-91. Trusses are to be handled wish particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent b—g for holding trusses In a straight and plumb Pon - Ilion and for resisting lateral forces shad be designed and installed by others. Careful hand- Itng is essential and erection bmr tg is always required. Normal precautionary action for trusses requires such temporary bracing during histablJon between trusses to avoid topplNg and dotnhmang. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the designloads shad not be applied to trusses at any time. No leads other it.. the seight of the erectors shad be applied to fusses until after all fastening and bracing s compktal. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer oust provide adequate drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. MAX LIVE WAD DEFLECTION: L/999 L= 0.00• D= 0.00" T= 0.00a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00' MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00a RMB = 1.15 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 80 o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Fzt= 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 Fact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.47 4- 3 0 0.18 S1 ___ = __ _===='====____ Joint Locations====___ 1)0- 0- 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc TyW 0- 4- 0 220 0 -216 BOT PIN 6- 4- 0 220 0 -216 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 216# 6-8-0 1 2 2X4 `A~ 2X4 220# 8.0011 6-8-0 GABLE STUD PLATES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1495 WARNING: READ ALL NOTES ON THIS SHEET. Mtarundta SySteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: MAR, 4005 MARONDA WAY SFL. 32771 whscingg afro owon this drawing is not crecttorn bracing, wind bracing, portal bracing or similar bracing Part of the budding design and which most be consdered by the building designer. Bra cing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must he TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations detenntned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPIl. LICENSE #0050068 (Truss Plate Institute. TPf, is located at 583 D'Onoftio Drive, Madison, Wisconsin 537 M. 1005 VANNESSA DR.OVIEDO.fL.32766 Design: Matrix Analysis 108 PATH: C.ITEE-LOKLHOMEDIR 220# 8.001, Studs a 2-" o.c Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.7000 Truss ID: S1 Date: 4-21-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08:21.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT WO: DESIGN INFORMATION 7bls design Is for an Individual building component and has been based on (nfonnation provided by the client. The designer dfsciainns any responsibility for damages as a result of faulty - 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 ape- egic project and accepts no responsibility or exerclses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. Ibis truss has been designed as an. Individual budding component in accordance witf ANSI/TPI 1-1995 and NDS-97 to be tncorponted as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the designloadings shown must be checked to be sure that the datashown are in agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specUted. 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'-O' o.c Connector Plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting A.4rM 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 verl- fkatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Members shad be cut for light fining wood to wood bearing. Can. nector plates shad be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wile x 4- long. A 6x8 plate is 6- wide x W long. Slots (holes) run parallel to the plate length specltkd. Double cuts on web members shall meet at the cerdmid of the webs unless otherwise shown. Connector plate sizes are minimum sins based on the forces shown and may need to be increased for certain hand- ling and/or erection. stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional lnformatkm on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Alf bracing and erection recommendations are to be followed in accordance with -Handling Installing R 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 pm - Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- 7ng Is essential and erection bracing is aWays �. qutred. Normal precautionary action for susses requires such temporary bracing during nstallatlon between trusses to avoid topphng vul domfnoing. The supervision of erection of susses shell be under the control of persons txperiemzd In the installation of trusses. 'roressional advice shad be sought it needed. -onantratron of construction loads greater han the design loads shall not be applied to susses at any time. No toads other than the veight of the erectors shad be applied to cusses until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-2-3 0-661-6 1 EXCEPT AS SHOWN PLATES Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matra Analysis WE: Analysis based on Simplified Analog Model, MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 moist be able transfer 136 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.45 4- 3 -269 0.22 TI: T =_ _== _==J== oint Locations=====_=_-_ __= 1)0- 0 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 3.00 j 0-8-0 1 4-0-8 11 4 3 rt(t 205# 8.0011 98# 2.50" 1-1-9 4-8-8 60# 2 5011 ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports CIL: -74 WAKMIV(: 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 slmtlar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provislons must be made to anchor lateral bracing at ends and speci0ed locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of IPT). rrruss Plate Institute. TPI. Is located at 583 VOnofrlo Drive, Madison, Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMEOIR Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: Dwg: Dsgur: TLY Chk: , ARLK Truss ID: T Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf :0 -0 HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L WO: WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer discialms j any responsibility for damages as a resull of faulty or incorrect. information. specification and/or design furnished to the taw designer it by the client and the correctness or accuracy of this bnfonoatlon as it may, relate to a spe- j cftk project and accepts no resporisibtity, or exercises no control with regard to fabrics- ; tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TP1 1-1995 and NOS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building desfgner, the design. loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind m snow bads. project specifications - special applied loads. Unless shown. truss has notbeen designed. for ',. storage or occupancy bads. The design assumes compression chords (top m bottom) are, continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied ',. rigid ce(Ung, they should be braced at a maxknum spacing of W-W o.c. Connector plates shall be manufactured fron 20 gang. hot dipped gahanired steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrfcallom the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to '.. reabu a continuing responsibility for such ven- ftration. Any discmpancfrs are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shaft be cut for tight thrUng wood to wood bearing. Con- nector plates shag be located on both faces of the truss with —11s fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6xS plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web mernbers shall meet at the centrofd of the webs unless otherwise shown. Connector plate sues are mlnirnum sues based on the forces shown and may need to be Increased for certain band - 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/M t-1995 PRECAUTIONARY NOTES Ali tracing and erection recotmnemlatlons are '.. to be followed In accordance with. -Handling installing Ell Bracing% H18-91. Trusses an: 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 strain and plumb pos- Won and for restsUng lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Nortnal precautionary action for trusses requires such temporary bracing during hnslaUatbn between trusses to avoid toppUng and domioing. The supervision of erection of trusses shalt be under the control of Persons experienced in the installation of trusses, Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to busses at any time. No bads other than the weight of the erectors shall be applied to busses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SC23MULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/99'9 L--0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ts, 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 mil be able transfer 99 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.24 4- 3 -112 0.12 TI: U 6QTY-2 ______--- ====-Joint Locations6==_=====_==== 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARim LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3-12 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 HOT PIN 3- 3-12 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl Loa 58.0 ft W= 3.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 6.00 3.00 J 0-8-0 -a— r le 2-8-8 4 161# 8.00" 70# 1.50" L 1-1-9 I 44M .50" (RI-1-7) aI - 3 4-8 C/I,: _ 3-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSM 1 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.1`1_327a Design: Matrix Analysis WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of buss mennbers only to reduce bucking length. Provtstons must be made to anchor lateral bracing at ends and spectf ed location determined by the building designer. Additional bracing of the overall stricture may be required. (See HIB-9I of TPl). (Thus Plate Institute. TPI, is located at 583 D'Onofria Drive. Madison, Wisconsin 537191. JOB PA77I: CATEE-LOKWOMEDIR Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Eng. Job: : A Dwg: Truss ID: U Dsgnr: TLY Chk: Date: 4-21-03 TIC Live 16.0 psf DurFae - Lbr, 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Dese: TOTAL 33.0 psf • 9. 5.0 - 21618-1( HCS: 08.20A2 DESIGN INFORMATION This design is for an IndNklual building component and has beenlased on information provided by the client. The designer disdains any responsibility for damages as a result of faulty or incurred information. specaiaUme; and/err designs famished to the truss desigmr by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility - exercises no control with regardto fabdia- lion. handling. shipment and installation of trusses. This truss has been designed as an fndivldtal building component in accordance wet ANSr/-M 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designed (registered architect or professional etnglneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in ageement with the local budding codes, local ch atic 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 bottom) are cost inu- dusty braced by sheathing unless otherwise specified. where bottom chords in tensfon arc notfully braced laterally by a properly applied. rigid celling, they should be braced at. a maximumspacing of 19-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMM A 653. Grade 40. unkss 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 plan and to realize a continuing responsibility for such vert- f cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots m distorted gain. Members shall be cut for tight ftting. wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym.. about the joint. unless otherwise shown. A 5x4 plate is 5" wide x V long. A 6x8 plate is 6" wide x 8' long. Sleds (holes) run parallel to the plate length specftkd. Double cuts on web members shall meet at the c entrold of the webs unless otherwise shown. Connector plate styes are minimumsires based on the forces shown and may need to be Increased for certain hand- Ifng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ace to be followed In accordance with -Handling lwtaMng h Bracing', HIB-91.. Trusses are to be handled with particular are during banding and bmhdhmg, delivery and tristallatbn to avoid damage. Temporary and permanent bracing for holding trosses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ong is essential and erection bracing is always nxatmed. Normal precautionary action for trusses requires such temporary tracing during lastafiatbn between trusses to avoid topp&lg and donala dng. 11te supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction lands grater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COWRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 59 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 WO: WE: Analysis based on Simplified Analog Model, MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, &zt= 1.0 Bld Type. Encl L= 58.0 ft W- 2.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 19 0.05 4- 3 -7 0.03 TI: V ____ __ ....==Joint Locations=======-errs==a:-- 1) Oa 58 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP PIN 0- 4- 0 113 69 -159 BOT PIN 1-11-12 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 159# Support 2 125# Support 3 4# 2-0-8 1 2 Q Face = 0-2-8 3.00 1 0-8-0 f 1-4-8 4 3 114# 8.0011 494 1.501t 1-0-0 BI 2-0-8 19# 1501, (R0-10-10) C/L: 1-11-12 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Marunda SystemS 1RIA MIM4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part a the building design and which trust be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is (or lateral support of truss members only to reduce buckling length. provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure nay be. required. f5ce HIS-9I of TPI.I. LICENSE #0050068 (Truss plate Institute. TPI, is located at 583 D'Onoftio Drive. Madison. Wtswnsin 53719). 1005 VANNESSA DR.OVfEDO.FL37766 Desigm Mldns Analysis l08 PATH: C:ITEE-LOKWOMEDIR Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.2149 Eng. Job: Dwg: Dsgnr: TLY Chk: Truss ID: V Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V• 2_ 1 - HCS: 08.W..02 DESIGN INFORMATION This design Is for an individual budding component and has been based on trdorrmmson 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 ape- cHk project and accepts no responsibility or exercises no control with regard to fabAca- llon, handling, shipment and installation of trusses. This truss has been designed as an fndfvWiral building. component in accordance with ANSVIP! I-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architectm professional rnglnw4. 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 c&ratic records for wind or snow bads, project specifications - special applied bads. Unless shown. truss has nil been designed for storage - occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously traced by sheathing unless otherwise specified Where bottom chords in tension are not fully braced laterally by a property applied tied crninW, they should be braced at a maxmmurn spacing M 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. IFABRICATION NOTES :Prior to fabrication- the fabricator shall review rthis drawing to verffy that this drawing is in conformance, with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in. :ruing before cutting or fabrication. Plates shall not be installed over lmothoks, knots or distorted gtafm Members shall be cut for tight forting wood to wood bearing,, Con- sre<tor plates shall be looted on both faces of the truss with nans fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 8x8 plate b B" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web manbers stroll meet at the centrold of the webs mdess otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be Increased for certain hand- ling and/or erection stmsse,. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infonnatbn on gualtty Control refer to ANSI/TYI 1-19% PRECAUTIONARY NOTES An bracing and erection recommendations arc to be followedin accordance with "timutling installing do Bracing', HIS-9 L. Trusses are to be handled with particular care during banding and bundling, del" and installation to avoid iamage. Temporary and permanent bracing W holding muses in a straight and plumb pos- ;tion and for resisting lateral forces shall be lesigned and installed by When. Careful hand- ing B essentlal and erection bracing is always required. Normal precautionary action for susses requites such temporary bracing during futallation between trusses to avid toppling tad domdnoing. 'the supervision of erection of names stall be under the cadrol of persons hrpertenced to the Installation of trusses. Wessfonal advice shallbe sought If needed. -oncentratton of construction loads greater ban the design bads shall not be appliedto susses at any time. No bads other than the veight of the emetmrs shall be applied to susses until after all fastening and bracing s completed 13: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: WE: Analysis based on Simplified Analog Model. i4ULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WadLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 58.0 ft W. 0.8 €t Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI .BC ... FORCE...CSI 1- 2 -6 0.01 4- 3 0 0.01 1-1-9 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 TI: W QTY:2 __ - ====-•====_ Joint Locations::=====a= 1) 0 g2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 TOP PIN 0- 4- 0 76 24 -143 HOT PIN 0- 7-12 8 0 -3 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCH®ULE: Support 1 143# Support 2 44# Support 3 3# 0-9-0 L 1 6 0000 0-9-0 L 4 3 77# 8.00" 17# 2.50" --- 0-9-0 8# 2.5 1 0-0-1 C/L: 0-7- IRO-0-1) Over 3 Supports UVF1lKr41H1j: 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 ttracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stnwture may be required. (See HIB-91 of i7fl. (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. Attach with (1) 10d Toe -Naffs Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf scale = 1.7484 Truss ID: W Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: Design: Matrix Amfysis JOB PATH: C: (TEB-LOKIHOMF_01R TOTAL 33.0 HCS: 68-NO2 DESIGN INFORMATION This design is for an Individual building component and has been based on information Provided by the client The designer disclaim any responsibdHy for damages as a result of faulty" Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- ct(k project and accepts no responslbi8ty, or exercises no control with regard to fabrks- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/1P1 t-1995 and NOS-97 to be incorporated as part of the building design by a Budding Designer Osgistered architect or prnhssionai englnetrl. When reviewed for approval by the building designer. the design loading. shown must be checkedto be sure that the data shown are In ag nit with the local building codes, local climatic records for wind or snow bads. 1 pm}ect specifications or special applied loads. j Unless shown, truss has not been designed for i storage or occupancy loads. The design assumes compression chards (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 rWd ceding, they should be braced at a maximum spacing of la-O' o.c. Connector plates shall be manufactured from 20 gauge hot dippedgalvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing. is in. conformance with the fabricators plans and to realize a continuing responsobility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beating. Con- nect" 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 Sx4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holesl run parallel to the plate length specified. Double cuts on web --bens shall meet at the cent-ld of the webs unless otherwise shown. Connector plate slier tie minimum sues based on the forces shown and may need to be Increased for cartabr hand. sng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional trdormatlon 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', HM-91. Trusses are to be handled with particular tare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- Itlon andfor resisting lateral forces shall be designed and. Ist lied by others. Careful hand - Ong b esserttal and erection W dmg is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domitoing. The supervision of erection of trusses shalt be under the conhol of perms -penenced In the Installation of trusses, Professional advice shall be sought If needed. Zoncentrat.n of construction loads ®neater han the design bads shall not be applied to :cusses at any time. No loads other than the weight of the erectors shall be applied I. russes until after all fastening and bracing s completed. D. HKu111.71UN K J&4 AQ IU# UPLIFT D.L. WO: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLR: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 12SWh, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 10.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ceutposite result of multiple loads. All C WRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 448# Support 2 518# -.TC... FORCE ... CSI - BC ... FORCE ... CSI 1- 2 -998 0.45 6- 5 920 0.22 2- 3 -964 0.52 5- 4 55 0.14 4.00 TI: X QTY:I =_ _==-=-Joint Locations========__=__ 1) Oa 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 432 243 -448 BOT PIN PROVIDE HORIZONTAL OONNEMON PER SCHEDULE Support 1 243# 2-6-5 2.00 0-8-0 6 5 433# 8.0011 4 1-7-2 358# 2.50" 10-8-8 ( 0-3-8 (R1-7-0) j (x� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSU5) scale1-1"5 scale = 0.4644 VV1kKn1nV: READ ALL NOTES ON THIS SHEET. Eng. Job: : ARLK MarOnda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg= Truss ID: X CONTRACTOR. Dsgnr: TLY Cleft: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf— DurFac - UOr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Brach g TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 Is for lsupport upbracing rt of truss members only to reduce buckling lengh. Provisions must be to BC Live 0.0 Psf O.C. Spacing: 24.0" TOMAS PONCE P.E. mad anchor lateral hint.(, determined by the building designer. e at ends and may Additional bracing of the overall structure may be required. (,See HLB-91 of TPil. be BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate institute, TPI, is located at 583 D'Onofno Drhe, Madison. Wisconsin 537191. ��,,zze DesC: Code 1005 VANNESSA DROVIEoo.FL32766 TOTAL 33.0 Psf .I) - 2 62 - 1 Derignr Marrit A(atyrfs JOB PATH: CATEE-LOKIHOMEDIR HCS: 0&20.02 DESIGN INFORMATION This design Is for an IndvMuai building component and has been based on information Wv Med by the client. The designer disclaims ai :. ry responsibWty for damages as a result of faufty or Inoo I Infamwtlon. specifications and/or designs furnished to the truss designer by the client andthe correctness or accuracy of this Information as g. may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to (abrtca- tion, handling, shipment andinstallation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TA I-IM and NDS-97 to be Incorporated as part of the building design by a Budding Designer kegistered architect or professional englneul. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown. are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or speck! applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Stop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of I V-O" o.e Connector plates shag be manufactured from 20 gauge hat dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrkatWs plans and to reallm a continuing responsibility for such vent. flntion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted grain. Members shalt be cut far tight attars wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nazisfully imbedded and shall be sym. about the joint unless otherwise shown.. A 5x4 plate la 5" wide x 4' long. A 6x8 plate is 6" wide x 8" long. Slots (holes) not parallel to the plate length specified. Double ruts on web members shag meet. at the centroM of the webs own. unless otherwise shConnector plate sizes are mmhnum stzas 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 imfomnatfon on Quality Controlrefer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection reeommumdatlons are to be followed in accordance with -Handing installing h Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tosses In a straight and. plumb poe- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normalprecautionary action for trusses requires such temporary bracing during LT stallation between trusses to avoid. toppling and dominofng. The supervision of erection of basso shall be under the control of persons experienced In the installation of trusses. Professional advice snag be sought If needed. ::oncentfatfon of constnrctbn bads greater :ham the design bads shag not be applied. to :russes at any time. No loads other than the weight of the erector, shag be applied to trusses until after all fastcmlng and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS- 2x4 SP #3 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 232# MAX LIVE LOAD DEFLECTION: L/364 at Mid -panel # 3 L=-0.34" D= 0.07" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 0-6-6 i WO: ARLK Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W- 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1041 0.53 5- 4 -1173 0.40 2- 3 -89 0.37 X1 QTY:2 _ __ ===Joint Locations=... = a==r:s== 1) 0- 0 0 3) 10- 0- 8 5)= 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type 10- 1- 4 80 0 -243 Top H-ROLL 0- 4- 0 399 232 -422 BOT PIN 10- 1- 4 246 0 -261 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 243# Support 3 261# 10-3-0 1 22 3 4.00 2.00 I 0-8-0 I 9-7-0 5 400# 8.00" 4 L 1�-7-2 (�, 80H 2.50" F (RI-7-0) 1 10-3-0 247E .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 O 3 S C/L: 1 -1-4 =Maronda Systems3' 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE-WA DROVIEDOXI-32766 Design: Afmrit Analysis ver upports scale = 0.4971 WANING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erectionbracing, wind bmcmg. portalbracing or shnflar bracing which Is a part of the building. design and which must be considered by Else building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provision most be made to anchor latest bracing at ends and specified locations determined by the building designer. Additiorul bracing of the overall structure may be required. I.See HIB-9I of TPI). (buss Irate Institute. TPI, is located. at 583 UOnofrio Drive. Madison.. Wisconsin 537191. JOB PATH: CiTFE-LORIHOMEDIR Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: X ) Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: HCS: 08.W..02 DESIGN INFORMATION Tlrls design Is for an IdfMcial building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a —.it of faulty or Incorrect Information, specifications and/o designs furnished to the taus designer by the clent and the correctness o accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exerelses no control with regard to fabrkx- tlor. handling, shipment andinstallation of trusses.. This truss has been designed as an Individual building component In accordance wilt 9 ANSf/TPI I-19% and NDS-97 to be incorporated as part of the building design by a Building Designer tregistered architect or professional engineer). When reviewed for approval by the building designer. the design loading shown most bechecked to be sure that the data shown are in agreement with the local building codes,. local climatic records for wind or snow bads. project spW<latbns or specialapplied lends. Unless shown. truss has not been designedfor storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwisespecified.. Where bottom chords in tension are out fully braced laterally by a properly appbted rWd ceiling, they should be braced at a maximum spacing of la-T mc. Connector plates shall be manufactured from 20 gruge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in conformance withthe fabricator's plans and to realize a continuing responsibility for such vert- Bcatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. (mots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag 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" wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrdd of the webs unless otherwise shown. Connector plate sites are minimumslur based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fie retardant treated timber unless otherwise shown. For additional trdormation on Quality Control refer to ANSI/TPI 1-I995 PRECAUTIONARY NOTES An bracing and erectionrecommendations are to be followed in accordance with -Handling Istali tg & Bracing'. HIB-91. Trusses are to be handled wtth particular care during banding and bund1mg. delivery and installation to avoid damage. Temporary and permanent bracing for holding muses in a straight and plumb Pos lion and for resisting lateral forces shall be designed and installed by others. Careful hand- ing Is essential and erection bracing is always iquned. Normal precautionary, action for cusses requires such temporary bracing during ostallatlon betwem Musses to avoid ttlppHng red dominom& The supervision of erection o( russes shan be ruder the control of persons =pertenced in the installation of trusses. rrofessional advice shad be sought if needed. -oncentration of construction toads greater Ion the design loads shad not be applied to noses at any time. No bads other than the veight of the erectors shall be applied to russes until after all fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 433# Support 3 13# MAX LIVE LOAD DEFLECTION: L/598 at Mid -panel # 2 L=-0.15" D= 0.02" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Face = 0-2-8 0-8-0 WO: ARLK Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L- 40.0 ft W= 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -131 0.51 4- 3 -16 0.39 2.00 h Y _ -- =_____ ====Joint Locations__________ =1) =0 9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-3.1 --MAX. REACTIONS PER BEARnq; LOCATION -.... X-Loc Vert Horiz Uplift Y-Loc Type 7- 1-12 172 0 -433 Top H-ROLL 0- 4- 0 308 249 -368 BOT PIN 7- 1-12 67 0 -13 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER S(aEOULE : Support 1 249# Comamtlon by others. 308# 8.0011 1-6-0 172J/ 2.50" (111-5-3) e1- 7-3-0 67k 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 1-12scale _ 0.6719 ■ �Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI.32766 Design: M&nx Analysis 1111AK1YING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shownis for lateral support of truss members only to reduce buckling length. Proviskms 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 HfB-9l of'rPll. )Truss Plate institute. TPI, is located at 583 D'Onofiio Drive. Madison. Wisconsin 53719). JOB PA771: C.IiEE-LOKIHOMEDIR Eng. Job: Dwg-. Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: Y Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS. OVOX2 J15: ARLINGTO'N K 3&4 AC: 10# UPLIFT D.I. DESIGNINFORMATION This design is for an individual bunding component and has been based on information provided by the client- The designer dischi ms any responsibility for damages as a result of j faulty or incorrect information. specifications ( and/or designs furnished to the truss designer I by the client and the correctness or accuracy of this information as it may relate to a spe- j cHk project and accepts no responsmtitty or exercises no control with regard to fabrics. . tin, handling, shipment and installation of trusses. This truss has been designed as an individual building compment In accordance waF. ANSIM 1-I995 and NOS-97 to be incorporated as part of the building design by a Bugdkng Designer (registered architect or professional engineer). When reviewedfor approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the foal building codes. local climatic records for wind or snow loads. pmjea specil)-bons - special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoms are continu- ously braced by sheathing. unless otherwise speckled. Wbere hotton chords In tension are not fully bracedlaterally by a. properly applied rigid ceding. they should be braced at a maxmnum sparing of la-W o.c Connector plates shall be manufactured from 20 gauge hot dipped &Jl an[zedsteel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verity that this dewing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication, Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6xS plate is 6- wide x fr keg. Slots (holes) run parallel to the plate length speckled. Double cuts on web members shalt meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum alms based an the forms shown andmay need to be increasedfor certain hand- ling and./or erection stresses. This truss is not b be fabricated with are retardant treated lumber unless otherwise shown For additional kafomutbn on quality Control refer to ANSItM I-1995 PRECAUTIONARY NOTES Ott bracing and erection recommendations are sr be followed in accordance wltir'HandWmg nstaWng h Brackne. 1­1113-91. Trusses are to - handled with particular csrc during banding and bundling. delivery and Installation to avoid lamage. Temporary and permanent bracing or holding tnrsses in a straight and plumb pos- non and for restating lateral forces shall be lesighed and Imtalled by others. Careful hand- ing is essential and erection bracing Is always equmed. Normal preen u to nary action ice tosses r tubes such temporary bracing during nstatlatlat WWeen pusses to avodi toppling and daninoing. The supervision of erection of Cusses shall be under the control of petsos mperlenced. In the installation of trusses. 'rofesslonal advice shall be sought if needed. :oncentratlon of construction loads greater han the design loads shall not be applied to rosss at any time. No loads other than the might of the erectors shall be applied to russs until after all fastening and bracing s completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L.-0.02" D=-0.02" T--0.03" MAX HDRIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 2-2-11 0-6-6 0-8-0 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction .TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.32 4- 3 -173 0.16 TI: Z - -nt Locations... ........: 1)a-0--0- 0-Joi=.. 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 HOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, xzt. 1.0 Bld Type. Encl L. 40.0 ft W. 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 1 2 4 I , 4 212# 8.00" 1-7-2 (111-7-0) a� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Meru Andfysu 2.00 I 87# 2.50" — 4-3-0 54# 2 0" Over 3 Supports C/L: 4-1-12scale = 0.9442 WFILMINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, Portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1..25 which is a par of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss mreduce embers only to buckling length. Provisions must be BC Live 0.0 psi O.C.Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building destgner. Additional bracing of the overall structure may be required:. lSee HIB-91 of M). BC Dead 10.0 psi Deft Design Criteria: TPI (Truss Plate Institute. TPI, is located at 583 D'Onof c Drive, Madison, Wismnsin 53719). Cade Desc: TOTAL 33.0 psf V• .02- - JOB PATH: C:ITEEL4KlffOMID/R HCs. 08,X02 ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION j This design Is for an individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages. as a —oilof faulty or Incorrect inforwtiar. specifications and/ordesigns furdshed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a ape- ciBc project and accepts no responsibility or exercises mno contra! with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSIrM 1-19% and NDS-97 to be incorporated as partof the budding design by a Building Designer (registered architect. - professional engineer). When revkwcd 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 rLmatle records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage a occupancy bads. The design assumes compression chords KW 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 ailing, they should be braced at a maximum spacing of fa-T o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabri atoe5 plans and to realize a continuing responsibility for such ven- ficatbn. Any discrepancies are to be put in. writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shagbe cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nads fully imbedded and shall be Byrn. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x5 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length spat flied. Double cub on web member shagmeet at the certmd of the web. unless otherwise shown. Connector plate sins are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES to bracing and erectim recommendations are m be followed In accodana with -Handling nstagmg & Bracing', HIB-91. Trusses are to ne handled with particular we during banding ud bundling. delivery and installation to avoid forage. Temporary and permanent bracing or holding trusses in a straight and plumb pos- tlon and for resisting latent forces shag be lesigned and Installed by others. Careful hand- ing H essential and crection bracing Is always equke& Normal precautionary action for noses requires such temporary bracing during nstallatlan between trusses to avoid toppling rid dom61oing. 'the supervision of erection of nrsses stall be under the control of persons xperknced in the tcntagauon of trusses. hotessbnal advice shag be sought If needed. :oncentratfun of construction bads greater ban the design loads shag not be applied to russes at any time. No loads other than the might of the erectors shag be applied to cusses until after all fastening and bracing ; completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION- L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 1-4-7 T 0-6-6 WO: ARLK WE: TI: Z 1 MULTIPLE LOADS -- This design is the a =_ __ ==---Joint Locations=======:a=====_ co¢lposite result of multiple loads. 1)= 0- 0- 0 3) 1- 8- 4 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOC-ATICK----- wndLod per ASCE 7-98, C&C, V- 125mph, X-Loc Vert Horiz Uplift Y-Loc H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 137 63 -226 BOT PIIN Bld Type= Encl L= 40.0 ft W= 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg TC...FORCE...CSI-.BC...FORCE ... CSI 1- 2 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 1-8-4 1 2 4 0000 2.00 I O-S-0 1-04 Plate Height 14 = 0-2-1 3 1-7-2 138# 8.0011 48# 2.50" (RI-7-0) 1-84 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 scale = 1.5329 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLU Maron a Ciro 111E A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z1 CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: I TC live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit. 1.25 SANFORD, FL. 32771 with is a part of the budding design and which must be considered by the budding desig/rcr. Smcing (407) 321-0064 Fax (407) 321-3913 shown Is for Lateral support of truss members only to reduce budding length. Prnvlstons must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and Specified locations determined by the buidhrg designer. TOMAS PONCE P.E. Additional bracing of the overall structureD@$I Criteria: TPI . may required. (See HIB-9I o1 ITIly BC Dead 10.0 psf g LICENSE #0050068 trruss Plate Institute. TPI, is located at Sg3 D'Onofrio Drive. Madison, WIsConsm 537191. Code D@SC: 1005 VAMESSA DR-32766 TOTAL 33.0 psf V" Q " 2 - Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS• 08,20.02