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HomeMy WebLinkAbout146 Crown Colony Way 03-2476PERMIT ADDRESS CONTRACTOR Don:i= PHONE NUMBER Maronda Homes Inc. of Florida 1 101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER 1 ADDRESS PHONE NUMBER ELECTRICAL CONTRACTC MECHANICAL CONTRACT IaR11LVA1.1121 7:0 D MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE e"V& ASUBDIVISIONw 15, PERMIT #C af d 4 DATE I -dS a PERMIT DESCRIPTION ub PERMIT VALUATION 3 SQUARE FOOTAGE D1 d d r to to d H Ch i CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 146 CROWN COLONY WAY for which permit 03-00002476 has heretofore been issued on 7 30/03 has been completed according to plans and specifications filed in the office of the Building Off'cial pri r to the issuance of said building permit, to wit as complies with all the building, plumbing, el( trical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: DATE APPROVAL DATE BUILDING: FIRE: FinaledInspected ZONING: Inspected UTILITIES: Water Sewer Lines In \2•g-03 {Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance \ \ Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway Street Work DESCRIPTION WATER - SEWER IMPACT FEES 01- APPLCTN FEE -ELECTRIC 01- APPLCTN FEE -BUILDING 01- APPLCTN FEE -MECHANIC 01- APPLCTN FEE -PLUMBING 02- ENGNG DEVLPMT FEES 01- FIRE IMPACT - RESIDENT 01- LIBRARY IMPACT FEE 01- OPEN SPACE 15i5T6LNW! 7A I DATE AMOUNT 7 30 03 10.00 7/ 30/03 10.00 7/ 30/03 10.00 7/ 30/03 10.00 7/ 30/03 10.00 7/ 30/03 59.27 7/ 30/03 54.00' 7/ 30/03 279.61 Yes No PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 146 CROWN COLONY WAY for which permit 03-00002476 has heretofore been issued on 7/30/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said buildingpermit, 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 017SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 91.93 11.44 847.00 11.44 1384.00 650.00 1700.00 M(, OWNER BUILDING CIALDATE C5 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: G ' - 1-1 P ADDRESS: CONTRACTOR: PHONE #: yd1 — y`1 `j —Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering uPublic `Yorks O Utilities OKp.Sw('Wr 2-11 (,0/03 0 Fire r--\ I q OZoning 0 I - OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) W f CERTIFCATE OF OCCUPANCY &XD REQUEST FOR FINAL INSPECTIONbj SINGLE FAMILY RESIDENCE**** DATE: \ a -,S -01 PERMIT #: 0 ADDRESS: \-\:, \-cc). CONTRACTOR: PHONE #: LAC)')- y`1 J 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 0Fire (\ I rA , ublic Works MM^s Lifl 4Zoning n 1 Utilities OLicensing i \ I CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE"" DATE: \ a -S -a3 PERMIT #:Cod c ` ADDRESS: CONTRACTOR: PHONE #: ycjl — L1r) ` , 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 0 Utilities Vv. 0 Fire I A , 0 Zoning n 1.x OLicensing In ( -A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 651A) c4 P 0usG 4- I `- I 1 I I I i I 1 I I I t W I I 1 I I 1 CERTIFCATE OF OCCUPANd I 1 1 1 1 1 1 REQUEST FOR FINAL INSPEC 1 1 I I 1 i SINGLE FAMILY RESIDENCE** y l I I I 1 I DATE: --S -a3 E o 1 PERMIT #: o 3 D A1 n " O t V V QW 1 C2cj7novC I ADDRESS: \,\ CONTRACTOR: PHONE #: L 01- Ln J -%\a a a ILI a v o 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. DEngineering Public Works Fire (\ I IA Zoning In Az xl Utilities Licensing In (\ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) k vA 011TE LAND SURVEYORS 4 MAPPERS 300 SOUTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 830-9080 FAX, (40-1) 339-3636 E-MAIL-- GAVONEVGFL.RR.GOM CERTIFICATE OF ELEVATION Address: 146 Crown Colony Way Legal Description: Lot 28, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 28 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). F Doininic;r,- F. Cay. ne ` Hor;da Surveyor & Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 12-9-2003 W.O. # 2003-16707 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Read the instructions on oaoes 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 146 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 28 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or ##.####f# NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY 1120294 SEMINOLE FL B4. MAP AND PANEL 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREMSED DATE B8. FLOOD ZONE(S) Zane AD, use depth of flooding) 12117C 0045 E 4117195 4H7195 X B10. Indicate the source ofthe 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): 1312. 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 Construdion' El 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, V1430, V (with BFE), AR, ARIA, AR/AE, AR/All-A30, AR/AH, AR/40 Complete Items C3.-aa 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 WA Elevation reference mark used NIA Does the elevation reference mark used appear on th FIRM? [I Yes No1/ X a) Top of bottom floor (including basement or endosure) 170 ft.(m) o b) Top of next higher floor o c) Bottom of lowest horizontal structural member (V zones only) o 0 o d) Attached garage (top of slab) ft.(m) ft.(m) 0 o e) Lowest elevation of machinery and/or equipment w cc servicing the building (Describe in a Comments area) ft.(m) E 2 X 1) Lowest adjacent (finished) grade (LAG). 00 ft. (m) z' m o g) Highest adjacent (finished) grade (HAG) ft.(m) dN o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by line or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Infomtation from Seddon A For Insuranoe Company Use: BUILDING STREETADDRESS (Indudirg Apt, Unit Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE I Compamr NAIC Ncuriber 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. Ell. Building Diagram Number _(Select the building diagram most similar to the building forwhich this certificate is being completed — see pages 6 and 7. Ifno diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement orendosure) of the building is _ ft.(m) in.(c m) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6$ with openings (see page 7), the next higherfloor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cmm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The topof the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(c m) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the oommunitys floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner orowners 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, B, C, and E are corred to the best ofmy knowfedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH TELLER ROAD, SURE F ORLANDO FL 32810 COMMENTS TELEPHONE 03 407475-9112 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law orordinance to administer the community's floodplain management ordinance cancomplete 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 aLensed 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 FEMAissued oroommunity4ssued 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 COMILIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation ofas -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions 11'1tAJEA) 11-y CITY OF 2ThTTKANT fUrPER 103-75569 BU11 P1:7RNI A, Rs QN (CIjY) COJKTY NUNIERS UAYY hDC Rl:.7k"S x):: C o 00 T FxJq T1AllwIVY0:,!:; PLAT BLOKs jf PLAT DCO1 Pit.Ci-H.: qw, Job woo J:.: Ll LAND USE ChTEECRYs C01 - Single Family Detached Howe TY15 UKLE lou"iduntial KCRA DjECRT,*-'T1GNs Singlo Family Ho"eus Dotachad - 03nskruction TOTAK DU( PENEFIT PAIF FEE UNIT RAIE PER N a TYPE ly[TDIE7 wCHADUIE DESC. UMIT 07 UNI0:; SABA------------------------------------------------------------------ -_____.. ARIERIALS CO -WIVE 0 dw! unit 2 705.00 1 0 /05.00 kof% b li".(]; R1 1-1 0 dwl "nit 1 142.CQ 1.42. 00 L X19RhNV CO -WIDE 0 CO - WIDE 0 dwI unit 0 54.00 1 s 51.00 dol unit 01,301.00 1,wonwo- Y. TZ: L DhTU,: X014 TO PECEIVING SIGNATORY/APPLICANTu FAILURE TO NOTIFY OWHHR AM)) CAYMENT MAY RESULT IN YOUR LIABYLITY FOR THE FEE. *00, DISIR12UTICH: 000UNTY 3-CITY P- AlVLXCANT 4-COUXTY I- T:R*IOXI, A!:NQ hDVISED THAI THIS It A STATENHHT OF FEES WHICH ARE DUE AKD PAYnKE PRICR TO IFSUAKCE OF A RUILDING PnINIT, l- 1l.:R1;1v1D1..:!:; A=o ADVISED THAT ANY NIGAYS OF THF APPLICANT, 02 OWNER!, 14 APPEAL TXE CALCULATICNS OF TVE ROnD, LIPRtRY SY2= OMPAH ER( SC?MDL) IMPACT FEES MUST BE XECISED BY h 4=11TH RECLEST WITHIN 45 CALENDAR DAYS OF 7HE RECZAVING fkETA( VrLfcT DATL ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY 0:-'. LCCUPAKOY. TEE REQUEST FOR REVIEW E RNT0TK`EERECUIEnEO 1C('AJkTY Lff,: A) DEVELOPMENT CODE. COPIES ON THE RULES GOVERNING APPLhn1*; YnY PE PXCPXD UP, CR PECUESIED, FROM IXE PLnM IMPLErEHTAYIPH OFFIC21 1101 L(41' !! RAI STRIFT, SnN&ORP, FLORIDA 32771; (qO7) 655-76V6., 111 PACE TOs CITY CF TANFCRD 00 l"'ORT11 PARK Ovl**_H(K: PnY?ZNT EFCULD RE BY CEECK OR NONEY ORDER, AND SECULO MF1`• 4!K1W*N:-: l-!,JNk*.':.-:l,' i AND CITY DUILDIHD PLRMIT HUNOER AY YNS TV' C;Y")TSMINT IS VAUID ONLY 1N CONJUNITION WITH YBDUAACT 07 AT!!:' FONILY EUILDIKU A CITY OF SANFORD PERMIT APPLICATION Permit # : ~ Date: June 6, 2003 Job Address: 146 Crown Colony Way 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 Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 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-0000-0280 Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/6/03_ Signature o gent Date Russell Keith Summers 6Owner/ Agent's Name P 6/6/03 Signature of Nota -State of Florida Date OF s( DEBBIE TIME 09OTARTs My Comm Exp. Y/5/05 w PUBLrc No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID j 0 3 APPLICATION APPROVED BY: Bldg: 7 2 3oning: 6/6/03 Signatu of ctor/Agent Date Russell Keith Summers Print Contractor/Agent's Name 6/6/03 Signature of Notary -State of Florida Date nIIA11012 DEBBIE TIME MY Comm ExP• 2/5/OS No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID Initial & Date) (Initial & Date) Utilities: FD: Initial & Date) (Initial & Date) Special Conditions: SG1A4-(_o -I CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Address of Job: Electrical Contractor: Maronda Homes Inc., of Florida Residential: Non -Residential: r'i Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service p New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: 10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Appli 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: 146 Crown Colony Way Lot: 28 Panel: 5 Mechanical Contractor: GARY CARMACK Residential 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 compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ___ 146 Crown Colon[ Wad Lot: 28 Panel: 5 Plumbing Contractor: WILLIAM T. SELF Residential: _ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential 52.00NewResidential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: 10.00 TOTAL DUE: By Signing this application I am stating that 1 am in compliance with City of Sanford Plumbing Code. Applicant's Sig rxibre CFC057039 State License Number LMkLronda Homes j AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLoR/DA 32810 407-475-9112 • Far: 407-475-911 S LETTER OF AUTHORIZATION CITY OF DELTONA p CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 28 146 Crown Colony Way. RUSSELL KE UMMERS, 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. DEBBIE TIME w aue c i My Comm Ev. ?J 5 wNo. CC M378 p-ZyvjWWn I 1 ot)r 1.0. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc 1IIIIIIIIIII111II11111IIIII111IIIIIIIIII1ifNIII III III 191 U. W oU. 0 U0 W W J N gr Y M F= H ZZg moOc Co0X 40 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04856 PG 1568 CLERKS # 2003097488 RECORDED 06/09/2003 8212102 PM RECORDING FEES 6.09 RECORDED BY L McKinley NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0280 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 28 146 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) CERI IFILD COPY SURETY ( Bonding Company) Name and Address Amount of Bond MARYANNE MORSE CLERK OF CIRCUIT COU?l LENDER `° Er"" T;tkK" Name and address Bank of America. NA, 750 S. Orlando Ave., #102, Winter Park, FL 3#b—,dm200 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 18T 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 K MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this cldd' Notary Public day of , 2003. I F,0 DESBIE TIME 9RY 6MYCommUp. ?/'.105 LIC No. CC 999378 Pasawy Wwwn I I00M I.D. CITY OF SANFORD BUILDING DMSION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 28 Subdivision: CROWN COLONY Property Address: 146 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). x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. x 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. x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 7 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. x h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. x a Patio(s) Conditioned structure Total (Gross Area) 3. Three (3) sets of completed 4. TO FOLLOW N/A 5. N/A N/A N/A x 6. 2. 3. 4. 5. 6. S.F. 1,875 S. F. Z,ZSSS.F. Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 7. 8. 9. 10. 11. 12. 13. 14. 15. DATE: Friday, June 06, 2003 SIGNATURE: Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other BOOwndr or Authorized Agent) PLOT PLAN for. MARONLIm HOMES, INC. DESCRIPTION: LOT 26, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 76 thru 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA 5CALE 1*- 30' O' 7.5' 15' 30' GRAPHIC SCALE C L C-48 NOTES: 1. BEARINGS ARE BASED ON THE SOUTHERLY LINE OF LOT 28 BEING S89'48'14"W. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT. 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. TH O J' 4 O O A 6 F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS. FLOOD CERTIFICATION BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X COMMUNITY PANEL NO. 120289 0040 E EFFECTIVE DATE. APRIL 17. I995. AP R A xl r e% nl n C1 R=100.00' A = 1 1028420 ARC=20.03' CH.-20.00' CH.BRG.= N4GO34'5 I %V BUILDING SETBACKS FRONT. 25' REAR. 20' SIDE: Z 5' SIDE STREE T.-20' BUILDING LINE: 60' m I IS IS NOT A SURVEY. M ENSION DATE. LOT 28 CONTAINSSUBJECTTOCHANGE) 11.591 SQUARE FEET/0.266 ACRES +/- THE UNDERS GNEO AND CAVONE,INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS l0 THE INFORMATION REFLECTED HEREONPERTAININGTOEASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TOREFLECTORSETFORTHALLSUCHMATTERSSUCHINFORMATIONSHOULDBEOBTAINEDANDCONFIRMEDBYOTHERSTHROUGHAPPROPRIATETITLEVERIFICATION. ABBREVI A TIONS/LEGEND: EUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENTDIUSP.I.-POINT OF INTERSECTION L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENTHORDP.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENTRCLENGTHL.B.-LICENSED BUSINESS CH.BRG.-CHORD BEARING S&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&SE.-DRAINAGE, UTILITYNTERLINEA/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) O.-W.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VU1VlFJ v INC. THIS SURVEY NOT VALID UNLESS EMWSSED MTHE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER REVISION DATE LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REACAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE ( 407) 830-9080 FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1 6/10/2003 LOT by NEIL CADD FILE: CROWNCOL28.DWG W.0.2003-7539 MARONDA NOME5, INC. PLOT PLAN for: DESCRIPTION: RECORDED IN PLAT BBOOK LOT 26, CROWN COLONY SUBDIVISION 6 I PAGE(S) 76 thry 78 PUBLIC RECORDS DF 5EMINOLE COUNTY, FLORIDA SCALE V- 90' LOT31 LOT30 A A a 7.5' 15' sa '' 58 8' 14"W 105.00' GRAPHIC 5CALE LOT 29 n N wRj I W a N 0) ZD I .00 yly r,rr,.e AG a6 F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS. 10j I Iti O `R1. 9 ? Q I I LL 25.2& eN '09 1I J LOT 27 C1 R=100.00' A = 1 1 a2842' ARC=20.03' CH.=20.00' CH.BRG. = N46°34'5 I %V F;9 OVJO J m NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE SOUTHERLY BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKSLINEOFLOT28BEINGS8948'14'W. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING REAR: 20' SHOWN HEREON DOES NOT LIE WITHINPLANSFORTHEPROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 7.5' J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES 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 28 CONTAINSSUBJECTTOCHANGE) 11,591 SOUAR£ FEET/0.266 ACRES +/— THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREONPERTAININGTOEASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS AND FURTHER THIS INSTRUMENT IS NOT INTENDED TOREFLECTORSETFORTHALLSUCHMATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND: MBER P.T.-POINT OF TANGENCY US P.I.-POINT OF INTERSECTION CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENTL.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENTORDP.C.-POINT OF CURVATURE C LENGTH L.B.-LICENSEDBUSINESSCH.BRG.-CHORDCO.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENTBEARINGS&U.l.-•SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY & TERLINE A/C —AIR CONDI71ONER PAD DELTA (CENTRAL ANGLE) D.&U.E.—DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE, INC. r C. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED ITH THE FL OA _SIGNATURE AND RAISED DEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER REVISION DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR 'MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 6/10/2003 Lv i oy MIL CADD FILE: CROWNCOL28.DWG W.0.2003-7539 FORM 600A-20'01 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ARLINGTON 4BDR Builder: MARONDA HOMES Address: II{} w owq W& Permitting Office: City, State: Sa Permit Number: Owner: LECTRIC Jurisdiction *Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 11.00 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft-) 1875 f? c. N/A 7. Glass area & type a. Clear - single pane 196.0 fe _ 13. Heating systems b. Clear - double pane 0.0 fe _ a. Electric Heat Pump Cap: 40.5 kl3tu/hr _ c. Tint/other SHGC - single pane 0.0 fe _ IISPF: 7.20 _ d. Tint/other SHGC - double pane 0.0 ft, b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A b. N/A c. N/A 14. Ilot 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 R=1 1.0, 196.0 W _ b. N/A c. N/A d. N/A c. Conservation credits e. N/A HR-I leat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 fe _ 15. HVAC credits PT, b. N/A CF-Cciling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage* Sup. R=6.0, 150.0 ft _ MZ.-C-Multizone cooling, b. N/A MZ-11-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 28325 PASSTotalbasepoints: 28742 I hereby certify that the plans and specifications covered Review of the plans and by this calculation are in compliance with the Florida specifications covered by this yo THE5Tg1 0EnergyCode. o calculation indicates compliance ith the Florida Energy Code. ' ;`x; ':• PREPARED BY: Before construction is completed . c DATE: l r^j i 3 this building will be inspected for n I hereby certify that this building, as designed, is in compliance with Section 553.908 compliance with the Flori or Code Florida Statutes. cOr) WE9y OWNER/AGENT: ILDING OFFICIAL: PLANS iit1.1._, DATE: IUN O ATE: C ._ EnergyGauge® (Version: FLRCPB v3.21) L FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF Points 18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1631.1 Single, Clear SE 1.0 8.0 40.0 56.64 1.00 2256.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single; Clear NW 1.0 8.0 15.0 37.74 0.99 562.2 Single, Clear SE 1.0 6.0 5.0 56.64 0.97 273.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear SE 1.0 6.0 40.0 56.64 0.97 2188.4 As -Built Total: 196.0 9960.8 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 198.0(p) 31.8 6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p 31.90 6316.2 Raised 0.0 0.00 0.0 Base Total: 6296.4 As -Built Total: 198.0 6316.2 INFILTRATION Area X BSPM Points Area X SPM Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT - Summer Base Points: 35736.6 Summer As -Built Points: 38097.4 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 38097.4 1.000 1.087 x 1.150 x 1.00) 0.310 0.950 14025.2 35736.6 0.4266 15245.2 38097.4 1.00 1.250 0.310 0.950 14025.2 EnergyGaugeT" DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 60'OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 9.22 1.01 298.1 Single, Clear SE 1.0 8.0 40.0 8.34 1.01 337.3 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear NW 1.0 8.0 15.0 12.23 1.00 183.2 Single, Clear SE 1.0 6.0 5.0 8.34 1.02 42.6 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SE 1.0 6.0 40.0 8.34 1.02 340.7 As -Built Total: 196.0 1871.2 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4199.9 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 198.0(p) 1.9 376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 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 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8159.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 8159.4 1.000 1.078 x 1.160 x 1.00) 0.474 0.950 4594.7 5165.4 0.6274 3240.7 8159.4 1.00 1.250 0.474 0.950 4594.7 EnergyGaugeW DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 600A-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 15245 3241 10256 28742 1 14025 4595 9705 28325 PASS p, CHL' ST4IV 07`` uxi 1 y v At. a lt, D WE EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded bv all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must beprovided: External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT°" DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.3 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit Cap: 40.5 kBtu/hr _ 3. Number of units, if multi -family 1 SEER: 11.00 _ 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (R=) 1875 ft= c. N/A 7. Glass area & type a. Clear - single pane 196.0 ff- 13. Heating systems b. Clear - double pane 0.0 fP a. Electric Meat Pump Cap: 40.5 kl3tu/hr _ c. Tint/other SHGC - single parse 0.0 fe HSPF: 7.20 _ d. 'rint/other SI-IGC - double pane 0.0 ft2 b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int hrsul, Exterior R=4.2, 1132.0 W EF: 0.93 _ b. Frame, Steel, Adjacent R=l 1.0, 196.0 W b. N/A c. N/A d. N/A c. Conservation credits e. N/A HR-heat recovery, Solar 10. Ceiling types DI IP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 W 15. HVAC credits P'I', _ b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A I -IF -Whole house fan, 11. Ducts PT -Programmable Themtostat, a. Sup: Unc. Ret: Unc. AH: Ganige Sup. R=6.0, 150.0 R RB-Attic radiant barrier, b. N/A MZ-C-M11Iti7011e cooling, W-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) Sr4j, in this home before final inspection. Otherwise, a new EPL Display Card will be completed y04-CHE based on installed Code compliant features."" Builder Signature: Date: JUN 0 6 2393 in„: 4 Address of New Home: City/FL Zip: C0D v N07Z': The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPA/DOE EnergyStarTmdesignation), 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 edufor information and a list ofcertified Raters. For information about Florida's Energy Eyiciency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge© (Version: FLRCPB v3.21) D CV U) tn rn 0 Wagnc WINDL OAD SPECIFICATION 0108 Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" 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 SS8 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 STR%i.,C17 t1RE ANDINACCORDANCE.IWI T¢i;, RR IT BUILDING COpE!'--170F 11',ADS LISTED ON._Yf,flS;.P''AW1G(rv', ;• Approved: 33Q5 AODISON OR nksSdOIk Fl:,S2 14_ FLORIDA'ERT1F1 1 1dNfN0: 0048489;;•`'.';..'t:;: "• CEORGU',F$tFlCl%JtON NO_ Oj8519!1% ::r.`•,' '. NORTH• CaROWO ,CER RF16:11013836 Date: 13 GA HORIZ ANGLE 054" HORIZ TRACK 2) 1/4-20x9/16" TRACK BOLT & (2) 1/ 4-20 HEX NUT DRILL . 281 OR 9/32"0 HOLE IN TRACK FOR J8— US BRACKET ATTACHMENT 1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER P/ N 125139). 5/ 16x1-5/8" LAG SCREW AT EACH JB— US BRACKET 054" VERT TRACK 1 / 4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET G' Nli O I ` 6. Alp NSIREVIEWEDCITY OF SANFOR 4 OPT/ON COO E. Q: 08 I REV. P I WM 9' x 14-' MAX 44 PSF 11 OF 11 TRA C!, END h'INGE TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL TOP BRACKET P/N 108077) TEK SCREWS P/N 141668) 14 CA NnOE BODY HINGE 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 2) 1 /4-20x5/8'• TEK SCREWS L END HINGES Ir • 31• 20 CA U —BAR WIDE BODY HINGE P/N SEE BILL OF MAT'L) 1 LH HIIy_zE RH ENO HINGE NYLOP.-ROLLER P/N 270791) ® \ BOTT 8RACKET \ P/ H-2J0;54 . LH-210-155) 7 3f',1/4-2 ,x7/8" TEK CREWS P,./N 100507. Approved: W.S. Ms°n. P.E. V 3395 ADDISON OR. PENSACOLA. FL 32514 FLORIDA CERTIFICA11ON NO. 0048489 CEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 16 CA ENO S71LES 11111111 20 CA CENTER STILES) OPT/ON CODE.' 0108- REV.:_ P I . WM 9 ' x 14 " MAX 44 PSF 1 2 OF 4 U-BAR L OCA BONS 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 9'-0" THRU 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 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' 1 2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE r .. r 1 ! Z+ Approved: 3395 A6014. Ole Pt1v1ACou F1 325, 4= ii:: FIAPoDA ZERTIFICATION NO. 004848 rom,.rkaoum cmnhwoN NO:023g 6;.: o Dater ' / i:,;•, +c. OPTION CODE`REV. P WM 9 ' x 14 ' MA 4 4 3 OF. 4 Wind Load Test Report Report # 0108P February 1, 2001 TESTREQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to . 10 or 1 1%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. Waynervlark 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 An' wers;:CjAIS(Q127). APPROVED. 0PT3ON `'O,!f!'. Based on ofhe s >5etno 'q44 'aleb,x Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: CO U. f 9 €99ai. I IJIOil W3395. Adaisori Dr , PA*co(a;.FC ' Ip !,}r{ LPL" ` l11fA µFloridaCer4Tro..OD t84$ : .`• a LO`{.3 5 G. G4 C y Georgia Ccrt Nb j t 85•(•9 -' • `' . North Caroling Co? 1 cD rn V clz a a Wa ne- f Ilan MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 . ' 1. APPROVED SIZES: WAYNEMARK 8000 & 8100 16'-0RAISEDPANEL " MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR:`THE LOADS LISTED ON THIS,.DRAW1NG-* 1) JB—US BRACKET LOCATED Approved: 1I ?'r AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER P/N 125139). 13 GA HORIZ ANGLE 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK SOLT• & (2) 1/4"-20 HEX NUT 5/16"x1-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT 1 /4"-20x9/16" - TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US BRACKET 1) J8—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 3M5 'ADC EfttIDtGA qN +PEN r0 Fl 725 t 4= J FjD6Oe IDlJ flCll Qf89' ' _'' CMRGk•C6nAClnON'f10: 018519 NCAtiliifiR011rl fUlyF-fCA(ION NO. -OZ.Ia; ur Date: OP TION d06, 7c,`: * ' :REV. P 1 067" VERT TRACK PkTRr,trj p Z t y: d r= WM 1 ' x 14' MAX, +27 —29 PSF 1 . 1 OF. 4 TRA C , END HINGE TOP BRA CKET REQUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) TEK SCREWS P/N 141668) A ` I i'ARROW BODY HINGE wl. . (4) 1/4"-20x5/8" SELF -THREADING SCREWS 2" NYLON RO 2) 1/4"-2Ox5/8" W/ 4 1/2" STTEKSCREWSALL / (P/N) 108132 i o END HINGES Q I f, o O WIDE BODY 7/16" PUSH NUT AT EACH. HINGE (P/N Si t .AROLLER (P/N 243341) BILL OF MAT'L, LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA 2y OR HINGES U-BAR Lll_H RH END HINGE 3) 1/4"-2Ox7/ TEK SCREWS P/N 100507) Approved: W.S. Wamon, P.E. M95 ADDISON OR.. PENSACO" FL 32514 FLORIDA CERTIFr-kTION.NO. 0048489 GEORCIA CERTiFr-ATI0N NO. 018519 NORTH CAROUNA CEFMFrATION NO. 02Z836 Date: 4,-,z g_ o ( P/N RH-270354 LH-270355) I 1 I I II. I IN= 20 GA CENTER STILES 6 GA ENO STILES OP77ON CODE.' 0110 1 REV.' ' P1 I WM 16'. x 14 " MAX, . -I-27 -29 PSF 1 2 OF 4 U-BAR L OCA BONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN F 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:. r w wig P • :.s3495,./0011SON DR 'PF L1 FG`325.I V• C F1G1T)<7N 0. olt1319: •.:,. y • NORTijPO!RQUIrCtTt TIONaN 02J836 2 F:; r0P- T/0N C'f36+rF;'?1,(,'; ''REV. P 1 WA16'x 14'MAX, f27 -29 PSF 3 CENTER 5 TIL E & IN TRIVE-DIA - TE- HINGE L 0CA TIONS 16' 14' 12' a 10* Approved: G ORANGE' COUNTY BUILMP,ierj mv W-& Mison, P.E. 3395 ADDISON OR.. POWCOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORCIA COMMATION NO. 0111519 NORM WMMA CERTIFICATION NO. 023836 Date: ?-ze—ol OPTION CODE 0 110 1 REV Pi I w" 16'x 14' MAX, 4-27--29 PSFJ 4 OF 4 L Wind Load Test Report Report # 0110P I February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. Tlie doormustremainintactandsafelyoperableafterenduringtestpressuresofbothpositiveandnegative44PSF. TEST PROCEDURE. Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;•,L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" cluckblockswereplacedunderthedoorattheedge, 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 isappliedina .manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before theinitialreading. 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 of40 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 permanentdeformationcalculatesto .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 permanentdeformationcalculatesto .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: February22, 2001. Temp -71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6: Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8.. 067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIvnARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or betterthanthedoorstested. 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 doortested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprq'yed to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop., ri Ans ers1/,GAIS(Q127). APPROVED.& TI dS f'r So!,' O" 1 Based on o_ er tes b uiGi11' "'Aluminum Louvers and Styrene Window Frarne Assembly per test number 020501. Name: O R t . 7, t W. S. Wilson-z B -P(t` t` V tl • _ . 3395 Addison.'ir,. Penncora Fit4?5f4 1 FloridaCertNiir., t6"i 48 . ' t t i ij E L C f Q//Q Georeia Ccrt'No. 6-1 ,;; •• _". Lc CN rl) rn C'V c z n. wayne , Balton MODEL: STYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC 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 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE ,BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 5 W.S. Wlson, P.E. 3395 AOOISON DR., PENSACOIA, FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION N0. 023836 Date: C? OP T/ON CODE 0108 I REV. P 1 MASTER PLAN13GAHORIZANGLES 054" HORIZ TRACK 2) 1/4-20x9/16" INTRACKBOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 - — HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT 1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER o P/N 125139). 5/16x1-5/e" LAG SCREW 1ATEACH is —us o BRACKET n 054" VERT TRACK J 41 1/4-20x9/16" TRACK BOLT & I/4-20 HEX NUT AT EACH JB—US BRACKET •, W&I 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRACK END HINGE; TOP BRA CKET REGUIREEMEN TS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX = s NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1/4-20x5/8" TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) SCC # D -oo MA 2) 1/4-2Ox5/8" TEK SCREWS q ALL END HINGES 9. cl 0' 3" 20 GA 00• U—BAR t=116 WIDE BODY HINGE P/N SEE BILL OF MAIL) NYLON ROLLER /• P/N 270791);' I BOTTOM BRACKET P/N RH-270354 LH-270355) TEK SCREWS P/N 100507 Approved: WS. Yawn, PE M95 ADDISON DR., PENSAMLA, Ft 32,514 FLORIDA CSWCA110N NO. 0048489 GEORM CER ACAflON N0. OI6SI9 NORTH CARDUNA CEHTIF1CA110N NO. MJW6 Date: 4 16 GA END STILES 20 GA CENTER STILES) OR TION CODE.' 0108 1 REV. P 1 1 WM 9' x 14 ' MAX 44. PSF 1 Z OF 4 U-BAR L 0CA TIONS W,f-- NOTE: MAXIMUM SECTION WIDTH IS 21 " 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN c { 11fiP`.. ! 4--0'' 7}i U 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 k1/4-20x5/8- TEK ( 2) SCREWS ATTACH AT EACH STILE Approved: WS wason, P E 3395 ADOISON DR., PENSACOI.. FL 32514 FLORIDA CERTIFICATION NO. OOQM9 GEORGIA CERT0CATION NO. 016519 NORTH CAROUNA CE4T1F1CA11ON NO. OM6 Date: 47- .Z 8 - 01 OP 77ON CODE 0108 1 REV PI I WM 9' x 14 ' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 t'EST REQUIREMENT• to door' must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks wereplacedunderthedoorattheedge, 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 mannerthatallowsfullmovementoftheproduct. 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 recordedat2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31or12%. 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 deformationcalculatesto .10 or 1 I %. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safelyoperable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. cODUCT DESCRIPTION• c 1. WayneMark Model 8000, 9x7, 4 section. `7 2, Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. ER PLAN3. Standard bottom astragal and retainer. MAST GR4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _ APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to orbetterthanthedoorstested. 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 doortested, 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 ControlDivision, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests %uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. me: _ W.S. Wilson, P.E. 9-29.01 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 Wayne., Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 WAYNEMARK 8000 & 8100 APPROVED SIZES: RAISED PANEL 16'-0" MAX WIOTH x 14'-0" MAX HEIGHT POS. 27 PSF scc MAXIMUM SECTION WIOTH 21" NEG. 29 PSF I m k14Tz NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE .067" HORIZ I TEST SPECIMEN MAY BE DRAWN FROM THE TEST," (1993 ASTM E330). (2) 1/4"-20x9 TRACK BOLT 6 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST 5/16"xl-5/8" L OVERLAP TOP AND BOTH ENDS OF SCREW EA JB—US BREA PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3: HOLE IN TRACK F 5_ TRACK TO HAVE A MINIMUM J8-US BRACk YIELD . OF 33 KSI A653 G-40 ATTACHME 6. 26 GA DOOR FACER STEEL TO 1/4"-2Ox9/16" HAVEAMINIMUMYIELDOF57KSITRACKBOLT & 1/ 4"-20 HEX 7. OPTIONAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JS-US 'BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. 1) J8—US 8RACKE LOCATED AT THE MIDDLE C 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC REQUIRED. SECT10r 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE ca THE RESPONSIBILITY OF THE 067" VERT TRA1 PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN cv ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS z LISTED ON THIS DRAWING. r 1) JS—US BRACKET LOCATE Approved: AT EACH ROLLER LOCATIC W. S. Wilson, P.E. EXCEPT TOP BRACKET ROLLE M95 A001SON DR., PENSACOtA, FL 32514 P/N 12513S FLORIDA CERTIFICATION NO. 0046469 GEORGIA CERTIFICATION N0. Ot6519 NORTH CAROUNA CERTIFICATION N0. 023636 Date: Q-28—o1 OPT/ ON CODE0110 I REV. P1. I WM 16' x 14' MAX, 27 -29 PSF I 1 OF 4 TRA CK END HINGE TOP BRA CKET REQUIREMENTS S C C# ••. 0 2 -c;n 4 MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1/4"-20x5/S TEK SCREWS P/N 141668) NARROW BODYf4) 1 SELF-THREADING SCREWS 2) 1/4"-20x5 8" 2" NYLON ROLLS W/ 4 1/2" STEMTEKSCREWSALL / Q ® END HINGES a Q P/N) 108135 1 0 WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 24-3341) 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"-2Ox7/8" TEK SCREWS P/N 100507) r s Approved: W7 Wilson, P.E 3395 ADDISON OR., Pe4SAC0LA, FL M14 If rFLORIDACERTIFICATIONN0. 0048489 GEORGIA CERTIFICATION NO. 0185I9 NORTH C&%UNA CERTIFICATION NO. 043836 Date: g-2 g— o ( _.- BOT - - - P/N RH-270354 LH-270355) mAxm 20 GA CENTER STILES 6 GA ENO STILES OPTION CODE- 0110 1 REV.' P1 I WM 16' x 14' MAX, +27 -29 FSF 2 OF 4 U-BAR L OCA TIONS LA oil ur:1* 11,33 12'-6" THRU 14' HIGH DOORSNOTE: 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 Scc # 2_00 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 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"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: ws. mmn. P.E 3395 ADOLSON DR.. PeCACOLA. FL 32514 FLORMA CUMFiCAT10N. No. 0048489 GEORCtA CEFMACATION NO. 018519 MOM CWLM CEF;RFrAnON No. O73836 Date: 9 -2?- o/ CODE.•0110 I REV. P1 I WM 16'x 14'MAX, -t-27 -29 PSJ- OP77ON 3 OF 4 CENTER STILE INTERMEDIA TE HINGE L OCA TIONS CC # o --ve 16' kdiASTER PLAN V V V Approved: W.S. Wilmn. P E. 3395 AOOISON OR„ PENSICOLA. FL 32514 FLORIDA CMFCAT10N N0. 0048489 CEORCIA CVMFrkTiON N0. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: p-z.0-off OPTION CODE- 0110 1 REV PI I WM 76 " x 14 ' MAX, f 27 — 29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" 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 permanentdeformationcalculatesto .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 m11.10mum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanentdeformationcalculatesto .11 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 710 F. RODUCT DESCRIPTION: S CC # OZ - op 6 1. WayneMark Model 8000, 16x7, 4 section. MASTER PLANt' 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LA V 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SUyIILARITY• 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, GAIS(Q127). APPROVED OPTIONS Based On er ter b ' uival Altuninum Louvers and Styrene Window Frame Assembly per test number 020501. Lgame: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 I Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two(2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fasteningmethod, if applicable. II. Goverrirbental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 A enc Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP ' 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,, City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 PLANS REVIL CITY OF SANS Created on 02/04/02 Page 1 of 2 NO RANDEX PAGE 29 a ° ° SEE CHART FORa° ° ° b 4 ` e °Q FASTENERS CAULK TOPOFMULL - 1 3/8'MIN. 10 •X 3/4" 1 TEK SCREW HEAD - WINDOW 1 1 WINDOW JAM 5/8" 7/8" ix3 MULLION OFLA-26_1) " lx4 MULLION (XFLA-39) WINDOW 5/8" JAMB 10 x 3/4" TEX SCREW — CAULK BOTTOM OF MULL PRECASTED SILL FLA-45 MULLION ANCHOR CLIP 16 GA GALV. SHEET METAL 800 LB. MAX CAPACITY 7/I lx3 MULLION (XFLA-26-1) rlx4 MULLION XFLA-39) WINDOW SILL VERTICAL MULLION SCHEDULESINGLEUNIT ; TYPE OF' MULLION TYPE OF CLIP1.—".- tin.,,...,, ..--__-- - WIDTH HEIGHT NUMBER AND INCH INCH 35'PSF FLA-45 TYPE OF FASTENERS 26" 1.0 x 3 0 3.0. -- 0_K 4 _3 160 x 1-1 2 TAPCONS 19-1/8"-0 x 3_.0--- OK--- r------ 4 -3J6_ _x 1_ J2 TAPCONS 63" 1_0 X_3.0--- OK K-- 4 3J60 s _1_- J2 TAPCONS 1.6 x 3.0 4 _3J60-2" T_APCON_S 28" 1_0 x 3.0 OK 4 3 160'' x 1-1 2" TAPCONS 26-1/2" OK_ 4 _3 160 x 1-1 2 TAP CONS450-576" 1:0 X 3.---- 9K--- 3J180;_x mil_ J2 TAPCONS 0 X 3.0--- vn_-_ 4-3J60 x_i-J2" TA_PCONS 1.0 x 3.0 OK--- 4 _ flt'fu x 1-_ J2" TAPCONS 26' 1_0_ a 3_.0 OK 4 3 180` x l-1 ' m.13F-- a -_.,* 3_8-1 4 S,O x 3.0 OK___ 4 • 3 111 x 1-1 2 TAPC_ONS37" 50_5%8' 1.0 x 3.0 OK--- z---- 4 3J6 1_I TApCONS x 3.0--- OK x 4 3J60 _x J2" TA_PC_ON_S7663T34 1.0 1.0 x 4.0--- OK--- 1_ 4 _3l80 x 1-i 2 TA-PCONS ZB., 1_0 x 3.0 OK--- 4 1 46"----- x 1-i 2' TAPCONS 38-1 4' j 1.0_ x_3.0 OK___ 4 3 180 x_1-1 2 T_A_PCONS 53-1/8" 50-5 T, 83Z- 1- x 3.0--- OK_-_ 4 3 160"-x__1-1 2_= T_A_PC_ONSJ _ _ 2 140'`-x1:0 g 3.0 K---- 1-1 2 TAPCdNS 76=3 1.0 x.. 4.0 OK pK---- 2 _1j40' x_1_-i/2" TAPCONS2140'`2-TAPCONS 4°/ a MIN.+': 3"MIN. MANACTURER NAM: 1/ 9RAdn FX — 3/ 4"MAX mAgm m- E # ' 7 SEE CHART FOR DDDvDFASTENERS • NOTES:.o 1) ALL AL fM EXTRUSIONS' ARE ALLOY 8063 T6, OR8083i5, y CHARLESA ' pR . P. E. 2) WHEN NEACHANGLE LEG. THE TAPCON 113E•) FLREG. C t SHALL ENG.. 40121 PLACED ON MULLION CLIP CENTERLINE. o DATA3/21/02 3) CONCRETE COMPRESSIVL STRENGTH p 2 AT 28 DAYS. - 3.000 PSL nggl' iq NORANDEx PAGE 30 NOTES: 1) ALL Al OR 60 2) WHEN ON EA PLACE] 3). CONCR AT 28 y CRARLES FL REG. RATE CENT" MANUFA LAQ MASTED DW SILL SH HEAD DW SILL R HEAD NORANDEX PAGE .24 I d I NI I I n!=ACTI)RER. NAME: Z) #10 x 1-3/4" PH-SMS INTO 2 It B pi- 3/16" x 2-3/4" TAPCON THRU I AY Attrw /oune" WITH A 1-1? SEE ELEVATI NM- OR 2) Bul SE J n Q. a DEADER AND SILL SECTION TyP. I BY VUCK e. VALwn ruff ANCHOR SPACING. NOTES: 1) SHIM AS REQUIRED,, MAX SHIM STACK 1/42) ALL ALUMINUM EMUSIONS ARE ALLOY 6083-T6. OR T6 WITH TYPICAL WALL THICKNESS OF - 0.62' . 3 USE HIGH QUALITY -CAULK BEHIND' WINDOW FLANGE. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS- AND MAY VARY DEPENDING ON SIZE. THES) PRODUCTS0NsT0® FOR SELECTION OF NORANDEX BUDDING CODES. p DINANCBSORBOTHER LE'LOCAL LAW REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDINGOWNERORCONTRACTOR. 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT28DAYS. m 11 uu tl mt X X PANIR PANEL aal tl 4'_ - 2BY2) mr yu v_mx X PANEL X PANEL PANELPANEL 01 m tl 4BY21 TfPtcu. n o... NORANDEX I PAGE 23 2). #10 x 1-3/4- PH-SMS INTO 2 BY BUCK OR3/WO x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) 3/16" TEMPERED GLASSWITHA1-1/4` MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. PANEL .SIZE DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME N2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK INCHES qqSEEELEVATIONFORANCHORSPACDar. CAPACITY-PSF T.Ta,T, , p 2 BY WOOD BUCK 2) 010 x 1 3/4* PH -SIBS INTO 2 BYBUCKWITH1-t/2. M. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I-2 x WOOD BUCK WIq9'12 EXTERNAL INTERNAL XX rw 1LU JAIN.1i XXXX ALL 30 " 53.3 55.8 10 16 18 6 36 " 49.8 49.8 12 18 22 6 49.7 49.7 10 1B 20 836 .. 45 45 12 18 22 8 SERIES '500 ALUMINUM SLIDING GLASS DOOR LL OPERABLE PANELSFASTENERCHART l' , + CENTRALIMA jj,®. 2) 3/16'0 z 2-3/4" TAPCON OR MIAMI MA WA(, j' R NA-. E: WIDTH j 1 x WOOD BUCK DA EASTENER.S ^^"^ 0 ..w • Li1i . VlT .. p' SEE ELEVATION FOR ANCHOR SPACING. SHIM AS RE UIRED TYP. HORIZONTAL SECTIONWOODSHIMgSHOORMUDDTRACKREQUIRED1BY2BYBUCK' 1/4' SHIM—— MAX 0 (2) 3/16*0 x 2-1/4` TAPCON OR M[AMI DADE APPROVED CONC. FASTENERSEEELEVATIONFORANCHOR 'SPACING. 00 ®u N so mm a NOTES:, Tz 1K IRE1SHIMAS 'REQUD; MAX SHIM STACK 1/4% 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 g A OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" a b u uI a. 3) USE HIGH QUALITY CAULK' BEHIND WINDOW FLANGE• R a 4) GLASS THICKNESS BASED ON -TABLE E1300 GLASSCHARTS; AND MAY VARY DEPENDING ON.SIZXe X X PAN PANEL X X X PANEL PANEL PANEL X 5) THE RESPONSIBILITY FOR SELECTION .OF NQRANDI4X PANEL PRODUCTS TO- MEET ANY APPLICABLE boCAL ::LAWS, HEADER AND SILL SECTION BUILDING conE3; ORDINANCES 'OR'OTIIER' REQUIREMENTS RFST:SOIELY WITH THE.ARCHITECT. BUILDING OWNER!OR CONTRACTORTYP. 1 BY BUCK 6) CONCRETE COMPRESSWE STRENGTH S.400 PSIAT28YS. a - m28Y2)TTrrc+c'•nsrxTmn 4BY21 TTvxu. eR.w w y]q CQ 5q 41tjAnV ul Qs (ZL hor4 Z O L] U) Lo ti G c: i NORANDEX PAGE 22 I LO X 1-3/4" P.H. S.M.S W/1-1/2MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. PRODUCTS BULISDR` g oBBUILD*G 6) NOTE `• 'IN HEAD'• AND Q ALT. FIN ATTACHMENT UNDER SHEATHING'F C WIRAL PLOMA &O.A.P. ACTURER NANO O/ QQNajeii ; MASTER PILE # 3 rlmlN Douala I I iEADER ' AND SILL SECTION W/1-1/21-3/4- MIN. EMBEDMENT SEE_ ELEVATION FOR WOODFRAturn ........... .........._ p av A 1—J/4 F.H. S:M,S. - 1/ 2• MIN. EMBEDMENT.. NOTES: SEE ELEVATION FOR 1) •SHTM AS REQUIRED, MAX SHIM STACK 1/4". ANCHORSPACING. 2 ALL ALUMINUM;;ENMUSIONS ARE ALLAY 6063-T5 3) USE fiIGH.,..Q AidTL.Y-CWLKXjBEHHIND WINDOKNESS W FLANGE. (IN( 4), GLASS: $`HICIUIESS•.13ASED ON TABLE E1300 GLASS CHARTS; ANDY'`VARY DEPENDING ON SIZE. 5) THE'.:RESPDN5I8[LITY NOR SELECTION OF NORANDEX 18- 7G)' MEET. -ANY 'APPLICABLE LOCAL LAWS, 5- rCGD'E ; :Oi2D1NANRES .OR OTHER SAFMT UDNTsAST "SOI F.> Y WITH THE ARCHITECT. 8" 03YNER`. Vi3''CONTPACTOR. 52- DICATES : THAT UAL. FASTENERS AT 18- ATI 1- 10 X 1-3/4" P.H. S.M_S. 1V/ 1-1/2' MLN. EMBEDMENT SEE'. ELEVATION FOR ' ANCHORSPACING. J// I4' MAX r TOP AND BOTTOM) CHARLES'" A: `pkikp FL REG.`: ENC:. ''# 49121 DATE:. 3/e9/02•- OW 3IONS WINDOW FASTENER. SCHEDULE FIEAD/ SILL NO. JAMB S N 11jCCHq) SEE NOTE 6 35456035 45 60 co q PSFPSFPSFPSFPSFPSF2 2` 2 2 2 42 i,. 25' 3 3' 2 2 2' A Cj] 3 4• Zs 2 2 2 q E i 17- 1/4" 2 2 2_ 2 2• 2 3 3 3 3 33 3• 3 3 3 3 w M , 222' 3 3 3 1• Crj 9- 6/8 2 3 3 3 3• 3 3 3 3 3 q• 3 3 3 2 2 2• S 4 4 3• 3 4 r4l o 33 4• 14 41 4 G 3 3.3 4.&1 N tui vmr NORANDEX PAGE 10 W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING 0 7 40 415/5/4l8 1.500 . 2.437 1 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI -- I dllll C ,,,+AC1'IIRER ALT. FIN ATTACHMENT UNDER SHEATHING 1/4' MAX — SHIM (BOTH J 10 X 1-3/4' P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION WOOD .FRAME 1 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE'ELEVATION FOR FOR ANCHOR SPACING.,, TYP. JAMB SECTION WOOD FRAME A NOTES: 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/4'. 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 8063—T5DLORT6. WH TYPICAL WALL THICKNgSS OF 0.82' . 3) USE-'HIGH-QUALITY'.CAULK WINDOW4 ,BEHmD FLANGE. CLASS THICKNESS ;BASED ON TABLE E1300 GLASSCHARDS. AND' -MAY E. VARY DEPENDING ON SIZ5) THE.•RESPON583ILITY FOR'SELEMON OF.'NORANDEX ' PRODUCTS' `T0 -MEET ANY APPLICABLE LOCAL LAWS, BUILDING -CODES: ORDINANCES OR OTHER SAFETYREQUIREMENTS -REST SOLELY WITH THE ARCHITECT. BUH:DING-rOWNEOR• R CONTRACTORPA 'p.ii ENG. : 4912L• 6) NOTE •'INDICAT-ES' THAT EQUAL FASTENERS ATHEADANDSILLAREREQUIRED. 3/27 ell' CHARLES FL REG. DATE: /02 k TTP. T HEirIU 24' cm LUZ AIL —A DECAH.—C SASH - DETAIL_ B . I y NORANDEX I PAGE 21 41 ZbN. 1-1/A" MIN EMBEDMENT 10 F.H S.M S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1 SHIM AS REQUIRED, MAID SHIM STACK 1/4". 7 ANCHOR SPACING. 2 ALL ALUMINUll EXTRUSION 1-0 O e 1 e r^i= OR TO WITH S ARE ALLAY 8063-T5 3 UE HIGH QUAIITCYCAULK BEH INDDWWNDOWOANGE4; CLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS; AND MAY VARY DEPENDING ON SIZE. RFSPONSIBRM. b) THE: FOR SELECTION: OF .NORANDEXPRODUCTSTOMEETANYAPPLICABLE'LOCAL LAWS. BUILDING CODES. ::ORDINANCES OR`:OTHER SAFETYREQULREMEN7SRFST'SOLLPLY WITH THE ARCHITECT; BUILDING OWNER'•OR CONTRACTOR. . 6) A PRESSURE TREATED: WOODF&-:BbcK:OR MARBLESILLSHALLBE .ADDED- UNDER' THE. PRODUCT TOFULLYSUPPORTUNIT., THIS: !SUPPORT SHALL BESulFIRMLYATTACHEDINTOMASONARY'AND SUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIEDBYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH ALT. HEADER AT 28 DAYS. 3.000 PSI SECTION 8) NOTE ' INDICATES THAT. E UAL FASTENERS AT TYP, 2 BY BUCK B.O.A.F.• 3/18" TAPCON MANUFACTUM NAME: W/1-1/4" MIN. EMBEDMENT AlOA14AI ' SEE ELEVATION FOR ANCHOR SPACING) MASZ,' 2c a a I CALL SIZE WIDTH ae. L BY BUCK O 2 BY BUCK SHIM TYP. JAMB SECTION Tx JAMBS).1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION I'YP. 1 BY BUCK CHARM FL REG. LNG. •491 21 DATE: 12/1Y/Ol• ' 10 F. H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN/CHORS NO. ANCHORS WIDTH HEIGHT SEE NOTE 8 HEAD JAMB INCHES) (INCHES) 35 45-60 35 45-60PSFPSFPSFPSF 2 2• 2 2 26' 237' _ 2 3. 2 263-1 8" 3 3• 2 198" 2 2• 2 3 2T1 237 38-1/4- 2 2•— 2 3— 2 3 63-1 8" 3 4- 2 919-1 8" 2 2•_ 3_ 328250-5/8- 2 2' 3 337• _ 2 3.- s 3 b3-1 B' 3 4- 19-1/8" 2 20 3 428` 1 2 63" 2 2` 3 4 453-1 8" 3 . q.— 9 4 428-1 2' 78 -3/4" 2 Z•— 3 4, 37"_ 2 31— 3 4 uai mm mrx rypHB e, Ir—l. 24- 4Q mu AIL. —A IF DETAIL-C DETAU-B OF n CIO f- C NORANDEX PAGE 9 3 16' TAPCON WITH A O. 1-1/4' MIN. EMBEDMENT A SEE ELEVATION FOR ANCHOR SPACING., I 750 TYP 1.940 B 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENTSEEELEVATIONFOR T SM D D SEE NOTE 6 HEADER AND SILL SECTION Tn'• 1 BY BUCK NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUMORT6EXTRUSIONSAREALLOY6063—T5PICAL3USEHICHTQUALITYCAUL{ BEHINDTHICKNESS OF 0.62' . 4; GLASS THICIOIESS BASED ON. TABLE E1300 LAASS I` CHARTS, AND MAY VARY DEPENDING ON SIZE5) THE RESPONSI UM. FOR SELECTION OF NORANDEXPRODUCTS1'0 MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETYREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDING OWNER OR CONTRACTOR8) A PRESSURE TREATED WOODEN BUCK OR MARBLESILLSHALLBEADDEDUNDERTHEPRODUCT B PUTOLLY .SUPPORT UNIT. THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIEDBYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH — 3,000 PSIALT. HEADER SECTION AT 26 DAYS Tn'• 2 BY BUCK ANTRAL FLOR® 3/16' TAPCON W/1-1/4' MIN. EMBEDMENTSEEELEVATIONFOR FOR ANCHOR SPACING. a d n AB. O.A.I. n FACT R NAME. o - MASTER FILE # WIDTH N • n 1 BY BUCK @ 2 BY BUCK TYP. JAMB SECTION 1/4' SHIM 1 BY 2 .BY BUCK MAX (BOTH JAMBS) 10 F.H. S.M.S. W11-1/2' MIN, EMBEDMENTSEEELEVATIONFORANCHORSPACING. CHARLES A PAG P•E, FL REG. ENG. yf' 40121 DATE: 3/21/02 LLA UN" •@q7 iR AD RL e' es' ac uu N/W DETAIL—C SASH A// DETAIL-B M I A M I•DADE- PRODUCT CONTROL NOTICE OF ACCEPTANCI, Premdor Entry Systems 911 E. Jefel'soll, P.O. Bo.x 76 Pittsburgh ,KS 66762 h1IAM!-DARE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE•COIIPLIANCE OFFICE M1:IRo-DADLE 1-T-ACI •.tilt I)UIt.1311,:C; 140 Wlib" I' FLAGIX-It S'I•ltlil: r, SUrn: 1 co.; MIAMI, 1:1.0JUDA 33130-I503 305) 375-29U I I`AX (305) 375-290S C:U\I'ILIC'1'O12 L1C:I:NtiI C ti1:C.-1'IC)\ 305) 375.2527 p';Lt (3U5) 375.25 SS Co\r1Ll<"rUli 1:.t Ul2C'fi 11C.•\`!' U1'lti1UY 3us) 375•2966 I :\ (.lUs) 375.2%g 1Ht01)(:C:I' C:U.\"I'itOL U11'1tilU\ Your application for Notice of Acceptance (NOA) ot: taus)37S•39U_ F1%X•(3U3)372-6.339 Entergy-G-8 S-W/E Ins'inb Opaque Double %'/sidclites Residc"Itial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of :Alternate Mliterials and Types ofConstruction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Coinpiiance Off7ce.(13CCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend theuseofsuch'product-or material immediately. BCCO reserves the right to revoke this approval; if it isdeterminedbyBCCOthatthisprodcictormaterialfailstomeettherequirementsoftheSouthFloridaBuildingCode. The expense of such testing will be incurred by tt)e manufacturer. Gib/G-f ACCEPTANCE NO.: 0.1-0314.24 .r EXPIRES: 04/02/2006 Raul Icoarlguez Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CO.INDIT10,NS BUILDING CODE S-PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by*the BCCO and approved by the BuildingCodeandProductReviewCommitteetobeusedinMiami -Dade County, Florida under the- conditions setforthabove. APPROVED: OG/0r12001 Fmncisco J. Quintana, R.A. Dircctor Mi;in)i-Dads: Count' lhilding Cods: Complicincc: Oflicc 1 c045000IIpc200011templateslnotice acceptance cover poge.dot Inlcrnct mail :rddr•csx:llostm:rstcr'a build inhcu[lconlinc.corll Ilamclla c: is t)I:li•••'.l)uildin;,codeunli'n eont Prcmdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which wtts issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Aceeptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations -,vhcrc the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approvcd -drawings. 2. PRODUCT.DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witlt Sidelites-Impact Resistant Door Slab Only and its components diall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-1, Sheets- 1 thro'ugh 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidelites in Wood Frames with BumperThreshold (Inswing)," prepared by manufacturer, • dated 7/29/97 with revision C dated 01 /1 1 00, bearing the Miami-Dadc County Product. Control approval stamp with the Notice of Acceptancenum.ber'and-approval date by the Miami-Dadc County.Product Control Division.. These documents shall hereinafter be referred to as the approvcd drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatior}s of pair of doors and.single door only, as shoNvn inapprovcddrawings. Singlc door units shall indlu.de all components described in the: active Icaf ofthisapproval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the anglebetweentheedgeofcanopyoroverhangtosillislessthan-45 dcsrecs. Unless unit is installed in non -Habitable areas where the unit and the area arc dcsi,,ncd to accept watcrinfiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall -be installed in strict compliance ti ith the approvcd drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcrii. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 6.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, statc andfollowingstatement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIRENTEN"I'S 6.1 Application for building permit shall be accompanied by topics of tlu: follmving: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idchti(ied in Section 2 of this Noticc of Acceptance, clearly marked to show the components scicctedl for the proposed installation. 6.1.3 Any other documents required by the Building, O rcial or tl)c: South Florid' uildir1,; Code SFBC) in order to properly evaluate the installation o i sstcm. Manuel erez:, P.E. Product Con r61' xaniincr Product nt rol Division 2 Premdor Entry Systems ACCEPTANCE No.: . 01-0314.24 APPROVED JU'N O 2001 EXPIRES Anril02 2006 INOTICE OF ACCEPTANCE: STANDARD CONDITIOiN'S 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, arc no older than eight (8) years. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of thisproductandtheproductisnot -in compliance with the code changes. b. The product is no longer the same product (identical) as the one orig.inally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the corrcct installation of the product. d. The engineer who originally prepared, signed and scaled the required docUnlcntation initiallysubmitted, is no longer practicing the engineering profession. 4. Any revision or change in tFie materials, use, apd/or manufacture of the product or process shallauto.matically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application With appropriate fee) and granted by thisoffice. 5. Any of tiie 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 anyotherpurposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade Coun.ty,, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvcrtisinglilcnturc. Ifany portion of theNoticeofAcceptanceisdisplayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and othcr.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available forinspectionatthejobsiteatalltime. The engineer needs not -reseal the topics. S. Failure -to comply with any section of this Acceptance shall be cuusc for termination and removal ofAcccptancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF TIIIS ACCEPT NCE " ti Manuel crez, P.E., Product Cont.ro - . rrnincr Produc Control Division Iq• r LOW atARLa . tt[ ,etc ! Ati 17 1/2' MAY OL SPACING PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES ' WITH A BUMPER THRESHOLD (INSWING) rlLp 11/j'O0INMqq/l cp PCMI lae yr 77 t/a• MAx Mwz 74. ]7 I/a• I• UG 19. O.C. MAX MAX 7• MAX 19' DL IS' OC MAX MAX Mnx MAX IS' 13' OC. 1rAX PAx1 MAY M[ MAY M[ 17' OL MAX MAX rxvss O A171 WL o ri, 1 NBC m a rN rry 47 I AW TOP Oi DD.0, CAOp A18.' aG r0 i LOCK YGIIC JND 22' 64• MAs DLD9v2' BD I /I6' MAX IB• O.G R¢, atucLr l W rPR[ Ol[l Yr 0 µIA LIV MEN" [ r" co"~i-" I I ly p,C, I 1. 17. OC 17. OGJiF'- x -'i— nAx nnx 17' BC IS' DC 13' OG IO• aCnnxnnxnnxnnzIIl KAX N' . ATTACH ASTRAGAL THROW BOLT IB It V LONG r LOG STM-LCS as wrX a STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 010 It 1 3/4' NDLES FLATHEAD SCREWS` NOTES, L) WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERL•Y,:TO'.'.LOADS IB x 1 3/4" LONG FLATHEADTRANSFERTOTHE .STRUCTURE. SCREWS 2J THE'PRECEDiNG DRAWINGS' ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. L.M. INSWING R.H. INSWING A. WOOD FRAME CONSTRUCTION WHERE DOORSYSTEM1SANCHOREDTOAMINIMUMTWOBY WOOD' OPENING. ASTRAGALB. MASONRY OR CONCRETE CONSTRUCTION VHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY STRUCTURAL'VOOD BUCK. APPR?YEOASCCv?,ur,:,II. r C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE A SOU71FL As N1I9 "5° •GCoo[ RD0'ILiRAiMN ORMASONRYWITHORWITHOUTANON-STRUCTURAL IS NEEDED X MMERlONEBYWOODBUCK. VHERE VArER INFILiRAiION REQUIREMENT IS Nor NEEDED E iv ALL ANCHORING SCREWS TO BE 910 VfiH xDUttDC.-CODE 4INiMUM11/2' EMBEDMENT INTO WOOD SUBSTRATE f55. 0 pa, CONTROL 6PASION CMIP" NCEar.Ca 7/ PFH TAPCDNS WITH11/2' MINIMUM EMBEDMENT ACCEPTAIL^E ro't1) 31 i. ty IINTO MAX UNITSSHAL L BE INSTALLED ONLYAT LIXArIOYS PROiECrEO BY A CANOPY OR MASONRY. OVERHANG SUCH THATTHE ANGLE BEiVEEN THE EDGE OF CANOPY OR OVERHANG r. UNIT MUSS BEINSTALLEDWITH 'MIAMI-DADS COUNTY TO•SiLL 1S LESS INN 45 DEGREES. UNLESS UNIT IS INSTALLED IN . 4PPRDVED' SHUTTERS NON•HAOITABLEAREASVNERETHEUNITANDINEAREAAREDESIGNEDTO1. THREE STAPLES PERSIDEJAMBINTOHEADERONSIDELITESACCEPTVArER1T61LTRAFICKWODOOR, -THREE STAPLESPERJAMBINTOTHRESHOLD -ON IDELITES AND DOOR i. LATEX SEALANT TO BE APPLIED AT SiDE BY SIDE [ wc[ tT OPTIONS) Dori Ut[ 10tC11,, qCe—ei IAMBS AND SIDELITES. 1061I76uL(TT tpITl. stnim.fdi • P 11 LOn roIICA lW1IXNrlruurlO4 DOOR/ SiDELITE HEADER, DOOR/SIDELiTE JAMBS, AND SIDEL(TE BASE Iltiunl v 11 ORNERS ARE COPED AND BUTT JOINED. It - DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M 4HiBIT1VE PRIMER PAINT. WITHADRYFILMTHICKNESSOFO.B TO 1.2 MIL. WHY SYSTEMS 31-1029-EW-I FRAMES SHALL BE PRE-PAINrED ViTH AN ACRYLIC LATEX VATER-BASED/ IT Lz ,m rATER-REDUCIBLE S HE E l (J F 5 VH17E PRIMERVITH ADRYFILMTHICKNESSDFU101.2 NIL. Qv,,o LmL GLAZING DETAIL CXIiLRI HOR"GRAVELA1EI° XCAULK UITER1GR INIERBIR 112' GLASS BITE 9 1/ B' TEIWERED GLASS INTERIOR INSWING OTHER CONFIGURATIONS W4. SI tm-MR`a'j=".S\\tfr . I 1111'h s?r; ;. •r;:: 11MAX 1.. 1 APPROVED AS CMAYIHG MATH THE SOUTII Flyl B mMMCDOE er , JUN PROOO OMSIOH 9 CODE COLSIMMS OFFICE ACCEF' vIt:CE to 0/- 0 3 r Y. z y H, wjll I 11L`_IfIJ I- 1029-EV-1 SHEEP 2 OF 6 muMuu 1/4' SHIM MAX r- 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX } SECTION B-B 2 By WOOD BUCK I 1 1 / 4.' ITCH NO. Q D O 4 MAILKIALS DCSCRIPI(ON VUOD HCAD JAMB COMPRESSION VEATHERSTRIP ALUMINUM ASTRAGAL ALUMINUM - BUMPER TfR3ESHOLD TOP CHANNEL' LIST PART Ni CV- 14 V_ M- EV- IS 1PREHOOR EV708 1PREMDOR COMMENTS 1 1/4• X 4 9/I6' HTL. TO BE PINE OR EQUIVALENT K R N RAN X A 0( R PREHDOR BRAND OR EOUIVALENT- 518',ALUMINUM ASTRAL BRAND OR EQUIVALENT -1 1//'. x / 9/16' BRAND - 11/16' - 20 GA STEEL HEELSKINf41RDtSi T B191 Om,D w 8 MIRE1H- Aw FnAm Ingr BASF FDAN - DENSITY 2.0 TO 2.5 Ibs./Ft' 9 BOTTOM CHANNEL EV-07 PREHDOR BRAND - 1 11/16' - 20 GA STEEL l0 VOOD LOCK 01 OCK STRIKE STILE EV- 09 4' X 9 1/2' NIL. 19 BE PINE OR EOUIvALCNt _ 11 HINGE STILE EV- 06 15/16' X 1 11/16' HTL. TO BE PINE OR EQUIVALENI 12 LOCK PROP FILLER PLATE EV- 05 15/16' X I II/16' MIL. TO BE PINE OR E IXIIVALCNI1 13 4'x4' HINGE EV- 10 PREHOOR•BRAND - .050' THICK- HTL. TO BE POLYCIHYLE J 0HINGE JAMD EV- 16 HAGER BRAND. HINGE OR EOUIVALCNT - A91 THICK (STCI BID10 x 3/4' F1(.V,$' 1 1/4• X 4 9/16' NIL. To BE PINE OR COUIVALENI 16 BID X 2' FHVS. 4) SCREVS PER HINGE If;T^ --- — Banc X B' ()L IN[Rq[[ar T[Q JAN N [ SEQEVS' 1KRI[/1 STRIXE JAMB IaYO SIDELITE AJUS. 4• mvu FROM 6) Sill TKWM EACH SIDELIIC 4' 1 TRON NO15' UL Il[REAFTER. Jw1 0110 SlDELIFE. EXTERIOR X - - 16' vnuXtxqI RE 1191 REFER ID ELEVATION vIEV, TDR ! SCREVS USED AND L¢nTI0N5 1BB10XJ/4' F.H.V.S. (2) SCREVS PER HINGE INTO JAMB 19 ' p8 x 2' FHVS. LOCKSET ( 2) SCREVS AT EACH STRIKE PLATE I 110 X 1 3/4' FHVS, KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK 2) SCREVS PER HINGE INTO JAMB VOODSIDELITEJAMBEV-19 I I/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT 22` X 64"SINGLE PANEL GLASS EV-20 F1P i ASSN P(ILYPRpPYLE SIDELITETRIM (Vol - -I 40 ' (ODL VOOD CASING EV- 21 5p'-61xMT1 10 PTL. COu1BvEtLPINE1° EQUIVALEN EV-22 rDR nQe er slot rover AS )O NLS U VOODSIDELITEHEAPJAMBEV-23 MULLItPti i 1/4, X 4 9/16' HTL. TO BE PINE OR EQUIVALENT VOODSIDELITEBASEEV-24 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT POLYPROPYLENELITEFRAME -1643. ODL-2 HP Polypropylene by ODL 16XII/2' PAN HEAD SCREVS IB PER FRAME SIDELITESTILESID X[ D 14 l AFI [ EV- 26 a 15/16' X 1 11/16' HTL. TO BE PINE OR EQUIVALENT iINNAILDI FRIN tun. PA r ME II4:RN'I(R. U)TY M IR.LLNNIR I DOW SILICONE 4995 RZ APPROVED AS Cl %%ITH THE PREMDOF D< PR QOL uvISMDH %I L oars@ avant coDE cauPuu cc nR, PRISM, Ci N sm an. as 31- 1029-EW-1 SHEET 3 OF 6• R- 1VIS9,1110 B 2 BY WOOD BUCK 1/4` SHIM MAX 3/4` T--r5—— INTERIOR I 79MAX16' 80 11/16, MAX 2 BY WOOD BUCK SECTIDN EXTERIOR PLEASE SEE °GLAZING DETAIL' DRAWING 431-1029-EW-1 SHEET 2 OF 6 DOW SILICONE #995 APPRMM As CDL:KyVjD Wff" THE S.wn i FLrAMm mn roar: — wjmomD CODE COim wim 1-1029-EW-I SHEET-4 OF 6 QVI$169 mili p 1 K}{. OTHER DOOR .'CONFI . URATIUNS 1•i IT • air W gnunrraVi• InW. t w .0 w• Ir ir N• y I r w SwL r w W bw w T r ryLr. W t W W W • Y W u yrOLVKif - ® ® Y IT • I 1 w 1 w 1 o+ u vr r Irr• o.i n ® - a lair _ . yr . k V+LIL 1 1 1 1 1 1 1 1 1 1 YV •fw r. nu u' p •}f• ti 11' r 1 • 1 1 1 1 i N 1 _ 1 W JI{ I1.- 11' I`-1 a yC r 1 1 r +--7 t r LW "•i w W i.0 wL 1 W JJI 1L L. •' oxx n Y u•n• ® - •~irOY tu4• O as Vsw Ct ••0 CM et Vrina 0 LivCwl 1 Lr w W t b i W O..u.'. a "ILGIRWa t tr a "• ... JJJIII llllll___L•W w L• n nxn AFMATO AS LOl4PLYOIf. xi, THE fffiL O FI(R!f1A BllrtOUIGCODE n, BY • J J - PRIPiOLOdULLpi{ -9U L BU4 DVIG CODE COi1FUUCE OFF PIII51 ACLEFCdtCE hn oo.7 i . Z P 31-1029-EW-I SHEET 5 OF 6 nvom a uix u r LK BUUK HANEL STYLES36 r-MAX 79 /16a' 000EM no non MAX 0 D nti DDD g o o a a s DDD nnn 00 13nn BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL4-PANEL IB-PANEL OTHER SIDELITE STYL ES 36' MAX CZ 79 M 1X o 6 SL-10 SL-20 SL-30 • SL-60 SL-50 ' SL-50B SL-69a SL-69B an g0 ao. as as an 9.9 o91. PDA PD-2 PD-3 PO-4 PO-5 PO-6 PD-7 PD-0 OnPD-IB PD-19 PD-20 PO-21 PD-22 PO-23 PD-24 PO-25 0 006 00 QO ' 02 00 00 00 FLUSH 8-PANEL CRBSSBtnI( 0 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV V/SCRDLL EYEBROV 5-PANEL 5-PANEL V/SCROLL GYEBROV 0 0 0 I SL-69C ' SL-25 SL-55 SL-3DD SL-40 of ao as PO-9 PD-10 PO-11 PD-12 SL-90A as PD- 13 0 SL- 90B PD-14 111 111 ( rtll •11 1 111 j 111 !!!li 111 11 iii t i a ugoo oao oao aoo 0 0 0 0 Pp ]5 PI) 36 PD-37 PD-30 PO-39 PD-40 PD-41 PD-42 PD-43 PD-43A wunllq. UU11 IDRI, sit WR• IRS IOL S PAR 'PREHOOR POOR OPTIONS FIR MDENRYMEM.(sgm 31-1029-EW-1 PO-43D Illillm r.1 U162SHEET 6 OF 6 BYISBB l[ fl(R a . SL- 90C SL-30B SL-30C SL-70 SL-80 D 00 a PD-15 PD-16 PO-17 W , 1 K w PO-32PO-33 Pp-34 e ,. M I A M 1-DADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgli ,KS 66762 NIIAINII-DADE COUNTY. FLORIDA METRO -DADS FLAGLER BUILD.I,NG 13UILDINC CODE CONIPLIANCE OFFJCL NIF1720-DADET-LACH14,IZ 13UII.l)IhG140 «'I:s•r FI.AC;1.l:R S 17tIili l , SUfI'I: )GO., MIAMI, FLOJUDA .i31 30-1563 305).3,75-2901 FAX ( 05) .,7S-290S C O.VIR•ICTOR I.1CHNSINC ti1:C.7nUx 305)375.2527 FA X(.1U5)37<.2ctx CU.1-I'ILIC"ro It h-NVM ENIE T llIVIslos 3US) 371-?7GG I,L\ (.lU?) 375.2IUx 111(c)DUVI' C:U.\'1'ItC)L I)1O Your application for Notice of Acceptance (NOA) of (305)371.2v02 VAN (105)372•63.17 Entergy 6-8 S-NN'/E OutsNying Opaque Single w/sidelites Residential Insulated Steel Door underChapterSoftheCodeofMiami -Dade Count g y oavernint tile use of Alternate A aterials and Types of Construction, and completely described herein, has beef recommended for acceptance b}' the •Miami -Dade CountyBuildingCodeComplianceOffice (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration•date stated below. BCCO reserves the ri,,,}lt to secure this productormaterialatanytingefromajobsiteormanufacturer's plant lbr quality control test•in. If this productormaterialfailstoperformintheapprovedmanner, BCCO- €tray revoke, modify, or suspend the useofsuchproductormaterialimmediately. BCCO reserves the ri lit to revoke this .a•pproval, if it is determinedbyBCCOthatthisproductormaterialFailstomeettherequirementsoftheSouthFloridaBuildingCode. The expense ofsuch testing will be incurred by the manufacturer./Z- ACCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2.006 Raul Kotan8licz ChicFProduct Control Division THIS• ISTHE COVERSHEET SEE ADDITION,Al, PAGES FOR SPECIFICAND GENERAL CONDITIONS BUILDING CODE S, PRODUCT REVIF-w CO\1,NIITTEE 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 Miallli-Dade Col.Illty, Florida under the conditions set Porth above. APPROVED: OGI_ 05/200 I U 4- 2 j Francisco J. QUllltllla, R.A. Director Iialni- Dade Count' lhilding Code Compliance Ot'f(cc 04500011pc200C)%amplaLms notice acceptance cover paige.clot Internet m; lil a(Jdress: poslnutsar"it,'buildin('CU(1CU11111)L'.CU111 11U(11('11;,er ltfln•//u•u•,• h„•li.,.,.,,1,..,..1:.... ,...., Premdor Entry Systems I. SCOPE ACCEPTANCE No.: 01-0314. 11 APPROVED JUN 0 5 2v j EXPIRES _ April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . JA This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. Itapprovesaresidentialinsulateddoor, as described in Section 2 of thi's•Noti-ce of At-ccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -DadeCounty, for the locations where the pressure requirements, as determined by SFBC Chapter 23. donotexceedtheDesignPressureRatingvaluesindicatedin, the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-WIE Outs vina Opaque Sinald Residential, Insulated Steel Door with12SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strictcompliancewiththefollowingdocuments: Drawing No 31-1020-EW-O, Sheets 1 through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames will" Bumper Threshold (Outs%ving),'' prepared by manufacturer, dated 7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptancenumberandapprovaldatebytheMiami-Dadc County Product Control Division. Thesedocumentsshallhereinafterbereferredtoastheapproveddrawings. 3. LIMITATIOtNS 3.1 This approval applies to single uni.t applications ofsinglc door only, as sho vrt iri approveddrawings. 4- INSTALLATION 4.1 The tesidential -insulated steel door and its componcnts shall be installed in strict compliance withtheapproveddrawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of This unit Nvill not require a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or 10g0, city, -state andfollowingstatement: "Miami-Dadc County Product Control Approved", 6. BUILDING PERN11T REQUIREMENTS6.1 Application for building pen -nit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 . Duplicate copies of the approved drawings, as idcntif.icd 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 Official or the South Florida Building CodeSFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con •rol-xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: OI-03I4:21 APPROVED JUN EXPIRES Apri1,02 2006 NOTICE OF ACCEPTANCE: STANDARD CO,NDITfONS 1. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been tiledandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami-Dadc County Product Control Approved",'or asspecificallystatedinthespecificconditionsofthisAcceptance. 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 thisproductandtheproductisnotincompliance %vith the code changes. b. The product is no longer (lie same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of. this acceptance, including the correct installation of the product. N d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is. no longer practicing the engineering profession. I. Any revision or change in the materials, -use, a ndlor manufacture of the product or process shallautomaticallybecauseforterminationofthisAcceptance, unless prior written approval has beenrequested (through the filing ofa revision application with appropriate fee) and granted by thisoffice. 5. Any of the following shall also be grounds for removal of Ili is Acccptancc:, a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, For sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. I.f any portion of theNoticeofAcceptanceisdisplayed, then it shall be done -.in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available forinspectionatthejobsiteatalltime. The engineer needs not reseal tlic copies. S. Failure to comply with any section of this Acccptancc shall be cause for teriiiination and removal ofAcceptance. 9. This NoCicc of Acceptance consists of pages 1, 2 and tliis I;tst page 3. END OF'I HIS ACCEPT NCE Manuel crez, P.E., Product Co fro Examiner Produc "ntrol Division 3' 4' MAX IN IS' MAX O C. 15' MAX o1c. 15' MAX O.C. A P 15' MAX O.C. 15' IMAX rKLMllUK .. (EN I EKb Y SAND) VUDD EDGE SINGLE DOOR WITH SIDELITI_S IN WOOD FRAME WITH .BUMPER .THRESHOLD OUTSWING) DO' MAX 4' MAX MAX q• 4A— MAX' 3' MAX3' MAX 3' 14'JMAX CMAX4' Mt B 1/16' j MAOf15' MAyr15 MAX 43 1 /16, ' i TOP OF DOOR 3 y. E To 4 0 LI3CM KVIXSET DCADBM MODCL 660 imrs OR ARLM DEADIDLI 2M ' X. DLO 1 I OR MARLOC LDCKSC A B• f XODCL Ica DT rITRgt ,_ MAX. 6.. AX I5._t3'MP 1.4•AXHAXNA 4' MAX Is MAX Eh' ZAI'i"sS'LLi6APER r,NBSITERNATE+ ]/I6' PFH TAPCDNS 11/2- MINIMUM EMBEDMENT 1& Ee NOTE TS) LE5A 8o ll/16' 3' MAX `3' MAX 3' MAX --1 4' MAX NOTES. 3' MAX JVCIODBUCKSITOTHERS. MUST BE ANCHORED 4' MAX--i ' MAX 4' MAX MAX RrIPERL' T TO TRANSFER LOADS TO THE STRUCnfiZr_ 08 x 1' 3/4' F.H.v.S 1THEPRECEDINGCRAVINGSAREINTENDEDTO3) PER SLOE FROM TUALIFY•THE FOLLOWING 'INSTALL'ATIONLL WOOD FRAME CONSTRUCTION VHERE DOOR 4 /— JAMB INTO THRESHOLD YSTCM IS ANCHORED TD'A MINIMUM TWO BY VEIOD PENINCL MASONRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING LSL OUrSVING OUR SYSTEM IS ANCHORED TO A MINIMUM rv0 BY TRUCTURALWOODBUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE RA MRSYSTEMISANCHOREDDIRECTLYTOCONCRETEVIRR MASONRY V iH OR WITHOUTANON -STRUCTURAL VE . ByVDODKVAi[R DfjIRAIIDN DVIREMCRI IS AECDCI + VAITR Ddl``l¢ATIOt ID:WIREII: N! IS N71 htCCED ALL ANCHORING SCREWS TO BE IID WITH live HIMUN 1 112' EMBEDMENT INTO WOOD SUBSTRATE X t 3/ 16' PFH TAPCOMS 'vjrH 1 1/2' MINIMUM EMBEDMENT TO MASONRY. UNIT MUST BE INSTALLED WITH •MIAMI-OAOE COUNTY PROVED' UDISSMALL BE DISIALLCA ONLY AT LDUrms PRDfECICD IT A CANOPY OR DVCRHANG SUCHIMAt1111MUCICIVUNIMEEDCCOr. CAMPY OR 0VERIv4 SHUTTERS THREESTAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10 SILL It LESS 1M N 45 ACES. WLESS UIII IS 141ALLED IN 10-FAIIIAILEAREASVNERETHEWITAND1NEAREAAREMSITHED' IO D DCOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITCS ACCEPT VAIER IWLIRAIIOK LATEX SEALANTTOBEAPPLIEDATSIDEBYSIDEMBSANDSIDELIrELDOOR/SIDELITE HEADER. DER/SIDELITE JAMBS, AND SIDCLITE BASE tNERS ARECOPEDANDBUTT .AfNEIL Dt>WtS SHALL BE PRE-PAIHIED. WITH A VATER-BASED EPDXY RUST ISITIVE PRIMER PAtir WITH A DRY FILR THICKNESS OF 09 TB 1.2 NIL. FRAMES SMALLBEPRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ TER -REDUCIBLEWHITEPRIMERWITHADRTFILMTHICKNESSOrDBTO12NIL APPAOV ED AS COST°LYIt'G H1I I i lrcDDUTH L1 BMDIUD COCIE RY 1/// LAIJ AJn PROOL•FY cperRo1 DP.'15:am U iuumr CODECamPLIANCSDili..° ACCEPTArr-E tio.OT - 03 /Y. 2 r 1020-l* W-tr.• SHEET 19 Irmo UI: 1 I' I GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS SHERVIN VILLIANS 05DA 68 Jig• WEOROtApC LATEX CAUUc D jam--- N ge X• MAX EXTERIOR ' UIrERICR APPWJEo ra COWLYINGearthTHE INC 0 LASS BITE9ey1/ 8' TEMPERED fdASS mmum CODE CtAPUAi10EO mll ttlD ACCE?TAI: CE Ito. 0 1 - C 3 r v L r rRis I-•1020—EW-0 SWET. Z TF 6 rmt Uttlt c 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B Q . VODD HEAD JAMBJAMB eRRI HURYIR. COHHENIS 0 COMPRESSION VEANERSTRIP EV-le I i/4' X 4 9/16- MIL TO BE PINE OR F IVALCIII 3O W000 STRIKE JAMB q K N R XS A n c R 40 ALUHINUM-BUMPER THRESHOLD EV-13 11/4' X 4 9/16' MIL Tp BE PINE OR EQUIVALENT 5Q TOP CHANNEL PREMDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' 6 T CV-05 PRE40OR BRAND - 1 II/16' - 20 GA STEEL 7 N Y D17 r194 AM ' m elm4111Ti 41 ill arm 1I 6 BASF FOAM - DENS) IY 2.0 TO 25 lbs/f t' OpripM CHANNEL WOOD EV-D4 PREMOOR BRAND - 111/16' - 20 GA SIECL ip UCK BLOCK STRIKE STILE EV-OB 4' X 9 I/2' HTL TO BE PINE OR COUIVALENF 11 HINGE STILE EV-07 I5/16' X 1 11/16' MIL TO BE PINE OR EQUIVALENTEV-06 15/16' X 1 Hfir.- mi, T. m INTERIOR LOCK PREP FILLER•PLA 4'x4' HINGE WOOD HINGE JAMB A10 x 3/4' FJLWS. 010 X 2' F}LVS. 0 l4Y Y/HISIKA I IAPwo Y/1mm+11 I rriKi SIDELITE WOOD STILE 18 x'2' FJiWS. LOCKSET B10 x 1 3/4' FHVS VUU SIDELITE JAMB 1 1/4' 22' X 64 SINGLE PANEL GLASS SIDELITE TRIM (VpOp) WOOD CASING ' WOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME 0 16 X 1 1/.2- PAN HEAP SCREWS PIN NAIL DOW SILICONE 4995 APPRtPZUA9 CmvLYM) rdn) n¢ SOUTH Ftjja(I{ BT BY _ JUrI PRI va 911 L Cll cauPuu'CloFICe Plllsl ACCEPTANCE rtq UUA uKPoYu - A50' THICK- NFL. TO BEV-15 HAGER BRAND HINGE OR EQUIVPOl YETHYLENE 1 1/4' X 4 9/16- HTL TO BE-VALENT _ ,097 THICK (STEEL) 4) SCREWS PER HINTS INTO DOUR EOUIVAICNF 6) SEREVS )IMAM EADI SIDELITE .)ANB INTO SIDELITE. 4' DOVN rRm NAKIS' DL TIEREAr1ER REFER 10 ELEVAHO1 VIEV. FOR i or SCREVS USED AND LUTA11ONS EV0715/16' X 1 11/16- HiL 10 2)- SCREVS AT EACBE PINE DR-EQUIVALENF H 10 KV KSET BRAND 200 L CK OR HARLOC BRAND.100 LOLK 5) SCREVSIHIpUQTHINTSimpINTOSIDELITEMIL8' DOVN rREm IUp HAK IDOLTHEREArIER10) V911STRIKEJgpgUITD SIDELITC JMB. +• NAK B' 11C. THEREArTER RUVN rRDI T 41 SCRCVsIIIEACHMMIWIODOOR .A1RB V-IB 1 1/4'-X 4 9/16- HTL TO BE PINE OR EOUIV V-191ANQTPROrYA16NT- 17-20 5/16 x 1/2' MTL. TO BE PINE 11 EpUIVALEN7 21 rl7sYIUEBySOXKNOS' AS Rl urnT&I.Di _ I s "0L d-22 . 1 1/4X 4 9/16' MIL 10 BE PINE OR EQUIVALENT r-23 11/4' X 4 9/16' MiL. TO BE PINE OR EQUIVALENT 643. ODL-214PPolypropylenebyODIlePERFRANE TQ z¢Eo u' OC IaIII R 4' lRG BAR. 4' DT rim Un, a11K 8' OL. HF;Dpn[R 16U m IULDIS AIID IRD1 31-1020-EW- O 2 SHEET OF 6 JcvIsm l(In D 1/4' SHIM MAX WERIOR I 79M""" AX 80 11/16' IMAX 2 Y Wuuli BtJCv SECTI[]N PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 I'lovCG/S %MTH THE SOUTH Ft,'jy WE J11 ar__ n „, OX. 1• LJLJ AJINI luur\H I ILIN1 >. iB a/•• lux wax IAx 11 a IAs r MAX IS' PAX w 1 ' . yM.1f 1 J Lo lux li n wx Is h•xoc u• IAxac 00 11/16• MAx 4 U' MYoL Is- _Xor- x. .11.x ax 1/2• U• rux Ilnx oLIvinAx-" t t—x'-Il 1 nu E lux r IAx 1h a' MAX 7' AA_ 6• lux t— r nxx Is wlx 4• LIw - IMAXac NAx 4• MAX 1 is• IAx s' 1 IAx J LLd f G 11• LO^ a 5 1YINc VAT" iNElWT:iFltp(N.Q 2GIEJVfIU IT hI PRIPROM •ITnoLavLyo, btwnum Cop, couaUIICE OFF Fills] ACCO,M%CE 1• 31-1020-Ew-0 SHEET 5 OF 6 FmYISm l[II(Q U I I ILI\ JJUUF-\ r-H NLL I Y36IF L S MAX 00 100000 DUOMAX0 q° [ 310 4-PANANELBLANKTOP6'PANEL 4-PANES 9-PANEL 10-PANEL 10-PANEL4- OTHER SIDELITE STYLES 30" I¢MAX o-: M SL-10 SL-29 SL-30 SL-60 SL-50 SL-308 SL-69A SL-698 Qa oo . oo asPD-1 PD-2 PD-3 PO-4 PD-5 PD-6 PO-7 PD-B 1113 iQO n loo 00 00FLUSH8PANELCRLISSBUCK12-PANEL 4-PANEL 5-PANEL 5-PANELEYEBRUVV/SCROLL EYEBRUV V,SCRULL SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A PO-9 PO-16 PD-11 PD-12 PO-IJ DO PD-10 PO-19 PO-20 PD-21 PD-22 PD-23 PO-24 PD-25 PD-26 PD-27 PD-20 PO-29 PO-30 Liman Ulm OR LIAIIP UIISS B]IID, fRAL 0 0 log o00 000 0 d0000 D Q on Q APO-35 PO-36 PO-37 . PD-30 PO-39 PD-40 PO-41 PO-42 PD-43 PD-/3A 9II E LTIER9M N PD-43B Pflis—K [S &W 4 p 5-PANEL 5-PANELEYEROV SL-90B SL-90C SL-30B SL-30C SL-70 SL-OO PD-14 PO-15 PO-16 PO-17 tl tl 6nl2 PO-31 PO-32 ~ '` PO-33 PD-34 a W IF 1w g ac3 ffs; 31-1020-EW-EW-O SHEET 6 OF 6 H Maronda Systems Engineer of Record Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO2801 28 146 CROWN COLONY WAY ORLN-CRC ARLK4 RIGHT Fax (407) 321-3913 FL PE # 50068 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 loadina is in accordanre with ASCF 7-9R Thaca trnccac nrn rl—i—A f— —......1.... A 4. HA:...... 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 G/ 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 O 1 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. S acin : 24.0" D1 4-21-03 S 4-21-03 E 4-21-03 S1 4-21-03 E1 4-21-03 T 4-21-03 PLANS REVIEWED CITY Of SANfORD F 4-21-03 U 4-21-03 F 1 4-21-03 V 4-21-03 G 4-21-03 W 4-21-03 G1 4-21-03 X 4-21-03 H 4-21-03 X 1 4-21-03 1 4-21-03 Y 4-21-03 1 4-21-03 Z 4-21-03 K 4-21-03 Z1 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 DATE: JUL O £ ZO 3 18331 1 EHUH26 2 18330 1 EHUH28 18360 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 EHUH28-2 1 SEAT PLATES 128 40-0 0 X X X X X X X X X X X X X Q- yl I u I I I u T_ CD TI JUS26 4AN E S JEI IB 2)SKH26 HANGERS \ ` A 4 PLY\-(2j SKH 6 HANGERS I1 I 61 D VOLUME CEILING E—_. VOLUME CEILING 12 — --- - 7 — — = -- --- — F 4 12 I II K IH , ODD SPACE ODD SPACE ODD S'}P`AACE__ _ _ \ _ ODD SPACE LI Ic11, 12 E1 VT51 A - -- -- - PLANT SHELF - D1 1- 12 -- LN 61 VT52A \ a EHUH26 / I i EHUH28-2 Cl _3PLY -- . `\I— — / _= /=:53A 0 I ' J139 PLANTSHELFn; I I I I 02 KI I, 19-0 ODD SPACE i S 14I o J i'-i---:--- I W 11' CEILING — --- -_ -- --- -_ I ODD SPACE —01 o2, IMLr_J_1PLY T MIL_ 01EHUH261212 I g 5 6 M I i- VOLUME CEILING I 01, P — w S, S, I-=----___-_= h4 NAILER i _ __ -- ODD SPACE I I Z Pp- p J 14-8 , 6-0 19-4 li2.033JOB NUMBER: ARLK _ DRAWN BY-7iry DATE: 10-7-02 CUSTOMER: ----- - ---' PIT_CH:6/12 8 4112 :1' ti 1 OH-0 8 1..6.. I JOB NAME: ARLINGTON K 3 8 4 BDRM - - BEARING: 8" LOAD:33tt HIB-91 Summary Shen$ COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES stheresoonsibilitvoftheicscaller(builder buildi.nocontractor licensed conrractor Ectororerecrion contractor) to pronerlvreceive. unio ad, stora handie install and ace meta/ Qlats connecred wood trusses to protect life andadrooerrv. The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing Id bracing wood trusses for a particular roof or floor. These recommendations are sed upon the collective experience of leading technical personnel in the wood CAU T ICON: -]he bu,ild,p-r..bLiildingcoritractor'licensed coritr^ actor erectoro`rerectioncontractorisadvised to obtain nd'read tl e entire bookiet','Comr aenfiary and i co tmendations for Handiing, Installlna c. o,` a:ngT:c.al1°IateConnectedlttfcoaTrusses,l-SIB= 91" frc rn tic "i russ.Plate.lnstitute. trn WARNING,,,A WARNIN6,describes acondition'' 4where,farlureto¢olio lnstrttctronscould{restltrn NFOtau 5Q i.l Sthrly' r 4i severe personal n rityl'or;:darnage o structures TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or instaiier Thus, the Truss Plate institute, Inc. expressly disclaims any responsibility for dannapes arising from the use, application or reliance on the recommendations and information contained herein by building designers, installer.;, and others. Copyright Oc by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be recroduced in any form without written permission of the publisher. Printed in the United States of America. I CAUTION Alltemporary b-acin.gshouid be no less than 2r4 grade mocked Iuttmber. All connections: i' shoudi be made with'rninim' thn of 2-16C nails. All, trusses assume n 2' on enter or less" AI! rnulti,-ply: trusses should be connected together in accor- dance with design `drawings prior to instaiiation. TRUSS S T OG CAUTIOWTrusses should not be., unlbadetl on rough terrain or un evensu' aceswhichcouldcause d' amagr=-to: t , truss CAUTION :. Triisses stored horizontally should be supported pn bloekrrigsto pre e`nt excessive fa eral: AUTIO>yt ,Trusses atoned F rerticaliyrshnuld tie ' I. d a'I bendinganrii, esse lJ 49 ttr7 CI N $„ -I]CaG tl.toi revent.topp.lin },orltippinca ;;; nmoiscurp:gai tik. 4 c v sa .. .- rWARNItNG . Doinoalbreakba t;ng utillinstaflation< =' ±DANGER Ddnot,sfore bundles uprlglit unless`. f Begins Care should be exercised Ipbanlirng re U' „p r p y r7".h?r'•5 (qM1 - 4 ro erl braced Danot'breaktbandsun.rl:bundles tn•val$ o,,a oldshifilnofiindluidah,.r,us.ei[, . ,. laced-ma.s..tabte hortzoniEal: _osttlon T l., y``')Id"r' 7eF?S'1 .•ahil.*Aup T t t7 - h- i Nl -iri; i' 1 'i 4 :'.'. 11 1 ,'(rFA> `> ''t2• tt.Jj' ifi'r - .v I,Y 'TU {i: ,lil t: "ilr -ill t iT L •, Fi, H. ry '(thF4 fi F_.Y 'A Y -J:t7 ; .. r. . Doanotlhliftbund edtrusses°b. h ;7 { J4,DAGER Illalkrrag o nfrdss.e whnicharelyingflat 4 ,Qxtremelyrdangerousi,'and ,, should ,kie strictly r Dolnat usetlarnagetltrusestrii3i4'1It[n''1?`rat3 j. 1..4f4 r'S1. is 1r$A -'1 iF 4IJyP yr. lacy, ,_(pc 1. rcYhib.ited _l.,(_r4 _]/`.>11f.11 n1.( r. - Frame 1 or less /or less I - Approximately Approximately Tag 1/2 truss length 1/z truss length Line Truss spans less than 30'. Uftil the i Spreader Bar attat sling Toe In TnP In etc. Less than or equal to 60' I Spreader Bar Toe In Less than or equal to 60' qq ..-.*. yy pg p ! C Q.',.{.' pllplujn[i0i'.1 iw l-i/ 1.,Y11k'r. DUI UDI E G ]N t ER' brace q., ni' EE HANICALI( I;; STA LATION r.rnr_a r w Tag Line Strongback/ SpreaderBar At or above mid -height f Tag Line t., I.,.. .. '+ I I f!a!in I I IIPRgA nia!a!I GR®UNf7,BRACBNG :.Bt1iLD9IVCnE,/%E6C3R Top Chord Typical vertical attachment Plan End Wall r r Blocklnq Ground Brace Strut ST) ly Intal tie memberwith a (HT) yt,'truas of brm oup or trur.se EB) Frame 2 12 4 or greater N4511T 0 M'r fTI' T CHORD C) T P CH6Rb T P '—w- F DIAGONAL BRACE FERLATERAL 3R,ACE 1, SPACING (DBS; SPAN:,',' PiTCH SP YWII'l NC A C N G (LB§)j;, 1,1i;:, r# trusses], Up to 32' 4111 Over 32'- 48' 4,112112 6' 8 , 60, Over 48'- 60' 4/ 2 See . .g,. Over 60' See a registered professional engineer HF T 11 " -FUll -'iouthePine M-1--ir r- SPF - Spruce-rn Pine - Fir All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required or Greater Attachment Required — Tali cliorde that are laterally braced 44 7 XM k buckle96th. randcau re anodiag- seDollapseifthei0an - V i ffil nalbracing. Diagonal bracing should be nafied4 ;, F tothekmdaraideofthetopchordwhenpurline , I i " I ,, or areattachedtothetopsideofthetopcan buckle VARNING., FaIIIIJIfe't0folloWtheSe re`6 d ornmenafions;couldresulfhf,1,` severe personal 1.njuryor.amage to trusses or, buildin gs. NIINIMUW" T'OIPC bTOP GOOHW')RL IIill!' PITCH iIi iii DITER OERACIE ACINGI( BDT RA)qPANIDIFFERENCESPACI ,SP/DF; C: E SPF/HF Ur 10 2 2.5 7 1 17 12 Over 2.-'- 42- 1 3.0 6' 9 6 Over 42' - 60' 3. 0 5, 5 3 Over 60* See a registered professional engineer DF - Douglas Fir -Larch SP -Southern :line iF - Hem -Fir SPF - Spruce -Pine -Fir Gent'nuous Tar Chord Lateral E•ace or reater j AEtl All lateral braces lapped at least 2 trusses. 12 5 F— Pi fC' HED TRUSS Uliffill I Topchardalhat are laterally bra: edrei I loj em, can to =kleM q"11 A00b , togetherand cause collapseiltr TIMPfir.nal bracing. Diagonal bracing s.ouid be nailed K. to the undermide of the tr c—d when pu,17,. s are attached to the topuizleoftiie, op crj,,rd, i'CISSSObRS TRGc,<- Frame 3 ieMtti Y0 1 11i e, I, I 41 1 111 1 ti,l 'it TJ r kr 5f.wr1.1M'> rr. rft, Bottom chord diagor at each end of the bL spacing as top chort I I 11 1,4 r SPA ITC' i I gOTTof, ORDNMIrlxrtfWfn. y•wa! d PAC C;LIB',I'I i ti of48u'lll.I ,iI C I fi l I,fuh`, N, 1 TO v1 CHORdIII aguE BFiACE nr ii,mnw I y mtrusses I Up to 32' 4/12 Over 32' - 48' 4/12 Over 48' - 60' 4112 S Ip,l! li.,, III II tll6ilifpl u flli,!h 15' 151, is, I i ,lips .; P-, 20 1 5 _ 1 10 1 7 6 4 r Hsu. •H y. .'I _. I .rvva rv91 -1vu Nluleasionai engineer A qF 'Douglas Fir ;Larch SP - Southern PineF.ir4{ L e w tr aTYtL SPf -Spruce-Pine- r p y '1Tr - it tt 1 I if( , • " -' d yy g szjYOrrFlr ql r' R}e All lateral braces . Fri 4 K `ri.lapped at least 2i r rdi M 1tu1 t 'pa ' trusses. uI "i ; "jN'".,"N rtt••r"i., : „ 7 1,+t A.: jrt L*'i.411 \ tI7,,,,,' b`FGyh r * 1ryF.l. 1tf 1: V 7 ri'"r'( a . r t ' i s 11191fr j6fAr R'pr I'p,,. nt x -L"a 1• yr i4t, (! i yr tikinv. " yySt 1 1 5 f,dlC iMk rt,f?N».1r.2finl P t•,dY "r7%yio s il, f 5!..i, t kdl Y.' 1 474 x Yi li''i f nw,r prllaVnurwfvpn N;.,;.,, Stv° 2 r,1 xaa?• ."*iE , a t,,; 2'y et !,T wtl-%., B ,a. CORD P;I IM- 11a— nt..;,_ 1a-.. fCs , j p,y!f , l r!hilll' 0 , , Ci i 1 m 'r f.Nln _'.r. .. i r.'t ; . I -fr f, . n p- t i j o 3. r4 '- ' 'd •: III'I;I f . TOP CHORQ)(IIII qI; a i, CE'lljiltyll ; ail III II II I°I', lillllll ,'II+IIIIqINIIIryryjHhII 1'Y' TD PIGHORO IIlil...11l jI i OIAGONAI BRnIIII1.Nl . Ii IIIIIIIIIIII,. rM'IIII•II I III I I I MINIMIJ Pnl:6l I• I!IC-' Illy:, ,.,:.. •-"`,II''r, ') BRACE. LSPACING DB y inn,, ,I ,ut' I 5u11° l d.l.mi, 111 I n1I'lii!I' il'lIIQ1I ll1V.,. im BS ,l llru.i,ll IIIIIII I,JIII)Itallo li: I hll),lil. IIII Ii:I!ii d:)) I'Ifllillpl l,l''LI' II IIII jjj ..`IifS P , D Fi:j SIP Fd H F U to 32 30" 8' '16 10 Over 32' - 48' 42" 6' 1 6 4 Over 48' 60' 1 48" 5 4---7 2 1 Over 60' 1 See a registered professional engineer DF = Douglas•Fir-Larch SP - Southern Pine HF - Hem -Fir SPF. Spruce Pine -Fin a u L I NI" The end e diagonal brace for cantilevered End diagonal: trusses must be stabili{y.and n placed on vertical both ends of i webs imline with IIr+ the suabort ;: , Top chorea that are laterally braced can buckle I ogetherand cau secollapse if thereisnodiago- nalbracing. Diagonal bracing should be nailed In the underside of the top chord when. purline 2X4','- xo''Pa'RA iILEHI ftllFL.te s IlngrrylRdorllIIIIIuII11CriORDIIITRIUSS lj 1 hI IR.:i IIIII IIIIIIIIIII I Iilli lhl 111161 d ' I Lateralce iTop chords that are laterally braced can buckle "'i togetherand cause collapse If thereis no diago- 1 O" or Greater \ nalbracing. Dlagonalbracing should benailed I ' to theundersideofthetopchordwhenpurlineareattacned to the topside of the top chord. } Attachment ' ry4tt 4i •..!'"' t.,+ t31i11'jirqUa,%!u: m f^i .i .h' inFi''. nrj `}<gzmla ; t 'Kr +ii' ru A+! a7!7 3gTl' F` 7 (_I i I 3 tr li l' If [T r./r'ril. a'':i.ll; %L>_.S1I b j i"^-i 'r T¢ ,j(52 i}''d Fi•li`'U: r 41 r/ l -III Jyr r T 'r r uiP r o srt yr 1ij "'(filer r ir r g Ia alv tE I ti"1' a Fi av } 5• z - 1. z ! t . .J+ ib , 1 I T?WINlra74gFIfWit,` I R 'mil rlr ''roc lr'r rrl{,INV! 9 jil ll.' 5 n.; It t:,nJ'j r u{t,, n; r°rI i?' 4vJ2i...'te1f?b°ry s'to ;L, N „r 14`i i;_ Required i F, t M J , lld I di fillil j n II S 'Fp I}n dl u ,rll nt t h Ir II • IGF +9rt'Y.ad 'i 3l TOP CHORDM. UTAGONAM,B iA Er!fmAp 77fSPArif 1 NMI AL B1FiACE SPAC714G D8 SaPTCHIi, SP' ING(LB } 7 S uTIY.. ! d''SP PII ,trusses]1;`"' DF I'SPF 17 HF 12Uto24' 3/12 b Over 24' • 42' 3/72 7' 10 6Over42' - 54' 3/12 Hf- - Hem -Fir 6' 6 4 SP -Southern Plne SPF - Spruce -Pine -Fir a /e k - Diagonal brace also required on end verticals. Fop chords that are laterally braced can buckle getherand cause collapse ifthere isnodlsgo- lbracing. Diagonalbracingellouldbemailed to the underside of the top chord when purllneIfareattachedtothetopsideofthetopchord. liefoNo" TRus$,,y 12 3 or greater \ 8' All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or GrE Attachm E Required I; 7sh- r , r t tmendations coultl res ul BverE 1 r.-oh l Intur i or t.,°+fin i"Jn;-..il i:.4 .Y .1,5•'xd':.{!± INSTALLATION Ti OL"ERANbES NY rc'-fair re i w Length L(in) BOW PLUMB D m" `D/50 (} - ,I D(ffj' 12" 1/4" 1' Lesser of 24" 1 2 2' U200 or 2" 36" 3/4" 3' 48" V 4, 60" 1-1/4" 5' i 72" 1-1/2" 6' L(In) L(in) --,i I 84" 1-3 4" 7' Truss I 96" g• Depth i 108" 2" g' D(in)................................................ y;' Lesser of l Lesser of U200 or 2" D/50 or Z' L;(in)51 t 48.3' 6L(in) (: V200 L(ft} Maximum50" 1 200'. 1., 16.7' Misplacement PlumbLine 00"1 250" 1-1/4" 20.8' 150" 3300" 1-1 /2" 25.0' OUT - Or" -PLUMB INSTALLATION TOLERANCES,INSTALLATION LIjOUTPLANEINSTALATOtVTOLERANCES. err '''''" FFF-r" t`r'tJ5'.. ','; _gw •1""s_' _ B. '1'.e +a - , ri( .'I! l'' ke° U::,4 . -3 I _ . w , "v'ns'0' a'!;+'u i ,tc:•rceunaansr.K.vdD h s:i>nnx:-,iun,r.ssif,;nirin,t ', . e ,.V'3 i.N.`.'. Frame 6 tems MAROADASymms 4005 Alaronda Way Sanford, FL 32771 407) ..21.0064 Fax (407) 321-3313 Date: March 5, 2003 To: Building Department From: 1V.£aronda Systems Torras Ponce Professional Engineer State of Florida #005006g Subject: Valley Trusses All valley1russes labeled VT -I thru 100 are covered under the general valley sheet provicRedinthetrusspackagesignedandsealedbytheengineerofrecord. The connections are noted e the structural info sheet of the plans, All criteria of the valley trusses are noted on thegeneralsheet. If YOU have any questions please feel free to call at 407-321-0064. Tom Ponce, F.E. Date: 3f 5fp 3 r L`"`QtbtE t6EtlPt r,r FBPS 0 r DESIGN IWORMATIONThbdeslgahforanIndlvldnatbrdtdbegeomp1=aad has been based art tnfanaauanP+°•blcd by the cilenC The dalguey dhelalms eso. a°. rrsP°ast IbtY, r. f°rdamages " a ttsult of and K dalftan[st daM err a a uo° a by the and thlaest8rr f Ingmeenredne tlile P*gemahm aU may relate IaLand amepta na re,pansmatty, err eivtlses b° control withregard1. fab".- tmq tnadbog, ""Pment andhtshllatlonorI1>is tS, ThisIrusvhasbeendesignedasanladtl,addlog Aemapoa—L InacmrdanceadlItSIn" I/Tlq 1-1995and1`n3S-97 m be WcarPorataas part o(tha bathttngdesignbyaB.Udt g DetV2-bagblccd arch11ec1 or Profnslonate+rglueedwhen r—l- dforabuBdtngd-Ign-, the d-jpr I` ditte, stmlvn nwN be cb-j"l mbesureIhatthedatashowna-1 $crmcatwith the tngl huatttug nrd- dtmatle ress++da fur adrrd orpnaevInds, Unless aPeeUlcallons orapechl -IPUcd 1mds. haws. troy has nm been d-tgn d for meta tl}1i°SY 1°ads_ Thedesign a_,rcan ten. braced 1Qtds POP err lmttom) are c..U. Pr Me& rl hbeatt S wrlcu °thevt:e na! am rbolds m tcOsh n are lh a booed 6tently by aP- rfgld ecdiag, 14ay should bo braPc+ty aPPIMd wed at a Pbte a tihema a-o- a. eaaaedardippedgatvanhed st cice' bum 20gaugesGrad' 40 al meeting ASMI A6S3, nnlccs alherrvtse shwa FABRICATION NOTES Priort° fahlictlnq lb. falulmlorshaU revleorthrsdnwhtgisocnfythat thbdnaarhrrm.,— ad[h the fatalolae. powandtoa 'I trou wutag—Panamdrtyfora.a:hverl- y Nnctn arc to he P°t in Phi- aban nat be Lg t. fatrrlotlan. k—U °r fttartedgrain, tab Mtothales, far Ggght Rlting > Wig. C hecut . Plat— ; ban t. 6- lcd an boll, w•o( aym. about the JalntOddess oUtd-wbc s _Jed and he Sr4 plate b 5- udder r a" hO11a A wlda a S. Inag. Slats Rrolc3 A P64 b 6' the Ptate I-9th s Ian p mts to mnnbels shall meet a cthe Dmehle rats oa web unlessatherwtseah cen raldofJhe webs are mlatrnran atns ' Connector Prue atrtt and may Bead to he mod- the fotctssbuyrl Bob tud/or ..... edfar eertatnhand_ stresses. Thb buss b not to be md,,ted mth tl,mrclalrlaul treated tumI wlksa cUtatvbcslwwnFcraddalanal AHSSIfTpf 9Cnnh°1 refer to PRECAUTIONARYNOTESobead° mao^, dautcmmmradattam al. nsta 9111n—C.NiB-sl. TYuzsa ga dddlcd "b bundHrrg, d.INe+ura+nd tareawingbanaing y and tnsta0an°a t° aa°airag in _ i aria Parnuwbracingfv° Iw and Inasa aa analght and Plural, paa- IcbUOg tat—[ f°Ieea shall bear` and hraGUcd by olhenC_rF d hand ng Is r=cnital and 41TL1011placingisalways111rr1red. Norma Normal IneuUnbory awn forusestegnb. sorbIceaporarybracing durtng sf201U°n ta,taaen tins_ to a, ld toppling ll a—PcMstan ttbe of arecnn a- the —mini ofP—aaa Perlenced to Urn Inst.0211 o oftr,`c`- ofessWnal advice a1.0 bescught tfneede& mccntralhm or cumbuclmu I=& guest - an thed-te. tmds shall oatbeappUedtoredatsoymm Nu Wads ouaQthanOhtwmeerccton $ball be aWesrsanunWafterallfuFPBcd [e oamld:lei t`"hra area bracing MONO VALLEY VALLEY THUS COMMON VALLEY I MARONDA SYSTEMS VALLEY TRUSSES ( TYP.) SUPPORTING TRUSS COI-IMON OR GIROER COMM"TRUSSE:S.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSESCANBECANTILEVEREDUPTO TWO FEET. WO: VALLEY SET IF LESSTHEN3- 0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL Es r % S 1 214 8 211 1 DR 516 OR DIAGONAL WEBS i I18 116 316 316 aR 4,6 T/ 16 REQUIRED WITHSPANS OR GREATER THEN 28. 0.0 316 214 211 211 71: VT C-)TY: 1 1) WHEN DIGAOUAL WEB PRESENT USE 4X6 PLATE 11) WHEN 110 DIAGONAL WEB PRESENT USE 2X4 PU VALLEY LIELIBERS AT 24 •O.C. (TYP) 211 31d 0- 0-/ 214 2,4 VARIES tt up For 316 OR 2x4 214 310 316 214 - 214 214 2x4 I16 211 316 316 ow 1 416 cn 4i6 2,4 MAX. 6-0.0 O.C, (TYP) i 214 1 MAX. TRUSS SPACING MAX 6-0.0 O.C. (TYP) IBELOW . 4s • O.C. SPANS UP TO 60. 0-0 TOP CHORDS; 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOP CHORDS: 2X4 SP 62 WEBS: BELOW VALLEYSET. VALLEY MEMBERS 2X4 SP 93 PROVIDE ALL NECESSARY TOP CHORDBRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 1613 NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHEDFIRSTUSE (2) 10d NAILS OR (1) 1OdHAILPERINTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACHIG NAILEDFLATTOEDGEOFWEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THESAMEDIMENSIONANDGRADEASWEB; NAILED TO FACE (S) OF WEB WITH10d !MILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TOEXTENDFOR90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBSGREATERTHAN8' LONG t• TWO 2X6 BRACES REQUIREDONANYWEBEXCEEDING141_tT I=XUU T AS SITOWNPIA7TS -Ai2L TI.20 GA 7 CSPCD PER ANSVITI ].-1995 maron& Systei>+s 4005 MAItONDA WAY SANFORD, FL 32771 407) 321-( X)64 Fax (40-1) 321- 3913 TOMAS PONCE P.E. LIC&NSE #0050068 CDOt. Support KCAL) ALL NOTESONTHISSHEET. A COPY OF THIS DRAWING TO BE GIVENTOERECTINGCONTRACTOR. BRACING WARNING. Itlacing abown on Ihb dramsgdobat election bracing, aired bracing, p.,W braetng °rsbnllar bnellr , a'btch b tart a( the hull glg° and which must ire rn haa-n b for lateral support of trussm®has to nsldunl by the bulldWg design-_ Bncbrg made to anehar btcral inadug al euds'andsreducebuehndgl"014 PltnlsWns must be g Additional bracing Ot the avera0 sou t' dIooUaavdc,,jmincd by the bulldln des Russ Plate ltrsl0ut etrrre may be required. ISceHIB-91 of TPII. g-- 4 7Pt. Is lasted at SR'a n-n..,.6 - — Stuffs ® 6-0-0 o.c. Lng. DTYg: 05911r: 1'Ly Ctlk: 711C Live 16. 0 Iuf 1'C Dead 7.0 Xf lic um 0.9 psf TIC Dead 2. 0 ncr II_C r at_I Truss ID: VT Dafe. 4-1.1-01 Dutfac - Lbr. 1. 25 DurFac - P1f: 1.25 o.c.5PaCing; 24. 0" Design Cnlerim m1 I HIP BLOCkIIV(_; DESIGN INFORMATION MIS deSVI isfor an bidiridua) building component and I— ban Inset on Infornuuon provided by the ellcnt The designer dladal,us on)' repona,bmq• for dao,age-. oa w .cy..11 of faully or Incorrect btfortnallon. spaelllo0ans and/or designs lurnbhed to the Inns dolg,.er Ill, the client rind Ilm eoneeuuss oraeeilraeyoftl.b Iniamaoum — a n-T .rbl. Ia a ago— iuUl project and accept, no tesponsibNtp orbenocontrolwithlepldtohbrim- i,lk.r handlb,p,. abrp.nenl end Inst.H do . ofUvaao. Tbb %_ I—. Jes16..ed as .n individual buildingbuilding ecmponcnl In aecordaiice Mlh ANsirm 1-1995 and NDS-97 to be in6rponted as part orthe 6u11ding design I.y a DuUdb.g L,"Igner begisuled rtrehneet nr proroslonal engineed. When, revlared for approval by theln.wlog de,g.ml. the rleslgn hadtngs shorn Ibe d,ahcd to be sure II.-,t the data sh.-i v. In ogteement wru. the to of building codes. tool ellmaUe records for .•loud oranon loads. pnycct spcdllotlom or spatial .ppllcd Io.Js. unlea shown, troy hos not been designed for slolas or occupancy loads. The design assumeapretu,mrm, chords pop or b ttoml are eonllnu- Dusty bm-d by shraum.g unl,,s ati,ansse Ipcdfled. Met. betion. chw.la In tendon are lot hilly braced htenlly Iry a plopedy appliedlaid ¢Ung, they should V. b.necd wt a uasltm,m spacing of Itr-U' o..: Connector 11a1cs shall I...anuhctored limn 20 gauge Imtlippedga6udtcd .tea mcelb,g As n.1 A 6S3. rode 40. unle. oUwra.tse aI_. ABRICATION NOTES 41or to fabecuon. the fabWtnrshall rer/eo, his dnarb,g to r Ur that tilts dr f,. ,g 1. inanrorrnaneewIU, the tabdoln,'s pl.— and to Uae . conun..,..g repar.st6mSy for aud, rcrl- hatbn. Anr dboep.ndo are to be pal U. wiling before eulUng or r.brioa tin. ucs shoo not be tnsblled over knotholes, mi. or dbloted g,oh.. hlrn.lrc.s shall be cut ugtll inthlg T-"d to wend bcDdllg. Can. Icetnr plate drill he located .— hnlh Am or for Wss w1lh ,nUs fully tn,bedded and shall beel.t .bout theJoint antes atl,ernlse al.ewn. A x4 plate Is 5- while x 4- long. A Ux0 plate b GWexIrIona. Sluts lholyl n,n par.lkl to use plale•lenglh speellied. Doable cuts on web cnaben shall meet at the ecn6.ld or the webstdr— uthcrn•be shorn... Cornxtsr plate sizesfeminlnlumsizesInsetontheh,rco sham. Ind may wad b be trioBasal far ee, tam hand- g.nd/or eredbn souse. ll.b tress b Batberablmmdwlwore ,etaa,laMt haled mbe, unl— othernib al.wn. For addttbn.l awmitou on euaUlr Control rdcr to HIP G I I DERANSIfM1-191* RECALITIONARY NOTES bocbag and ercetbn reconamendouorn ere be rolloral Ur o¢orda rice will,-Flandnngh44AOndns, HIB-91. T'n are to d wIll. paNculnr rnre d I'll%6aridngbua.dW,g, Adhcq .rid uu4U.Ion to.vwd age. Ten,poo'I and pen.wmat bracing hohlbag In.aae In • .Ual61,t end I,1-6 por- n end (or rehw.g literal I- roes sh.. be dined and wiaUcd br olhcn. Co. Jul hand. is nscnllal end crccuon locating lo aln hu4cd.1`10mal prcoulloualr amen fur Dso tc.lulrca such ten pmorr bncb,g duringtal6Ucnbetweentrussestoawdtoppltngdo.ninotng. Tl.a.opar.bhna ofe,-it— or o sI. tI be under the —,.trot or persons dented to the t"I.11a1.1on or Uusses. eeslonal advice shall be sought U needed. neenlro lion of eanslrueuon bads g,eoler It the design loa,)s shall not Ix applied to c+ at ony at e. V. I.nd$ .11", than the . alai of Una erxlu,. sin ll L;oppUe,l to sso anal allcr all laslcnb.I; ant h,ncb,g rv1ARONDA SYSTEMS i 2x OF WO: 1-1 TI: HIP QfFi BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES 1-0 SHORTEN. - OSB* NOT TO EXCEED 24" 0_C.. 0 BE NAILEO TO TRUSSES wl @ 12". ON CEN_ STAGGERED PRE-ENG'D TRUSS TOP WALL OF -BUIL- DING TYPICALICL.J BLOCKINGN,..f. FOR SHEA T1'1 NG ON. STEPH PS WARNING: READ ALL NOl'ES ON THIS SHED'. 4'Ilcild 011(d S StE111S A COPY OF 1111S DRAWING TO BE GIVEN TO ERECIINGCONTRACTOR. 4005 MARONDA WAY BRACING WARNING: A NI-t)1tD. FL. 32771 407) 321=00G4 I.0 (407) 321-3913I Bracing shown an heLI'J,a,ving Is not uc.:Uon b,ncbaq, urind bncNq. Is.,bul 6ndng,mahnllar bntb,ghlebbahartofthebalmsalbeconslderrJbl- the hu9d'u,gdrussTOMASPONCEP.E. sl,nwn b for latm.l sin, ! men bens oah• delgner. BoilngMadeaanchorlatcnlbritrednec6u<Wing Irnglh. Fcmblo.w .oust beU,g.l enJs aud apceUled lxa llon LICENSE //5(IBGB 1090 Jetcnntr ed lip llm bnUJhngdolgucr. lawns pLsit lMsllulc'TPI, Is localtcd all 537n[iOnW.bdbo,a, uavlsconsl• eneerlantwa cr.rrvleoo.rl_a;ss rra. h. s3T 1st. R11g. Job: llwg. L15gllr: T1,y Clllr: 1V uvc 16.0 psC VC Dead 7.0 psF JJC ,Live U,U PSI CC Dead 1().0 par TOTAL, 33.0 cr 11VU: I-IIPDETAII Truss ID: I.lip Dale: 10-20-0u buf uc - Lbr - 1.25 DufFac --P11: 1-25 O.C. Spacing: 24_01, Design Crilelicl: 1P1 Code Desc: Ir.n r __ - DESIGN INFORMATION This design h for an Ind viual building component and has been Lased on Information provided by the client. The designer dlschurrs any responslbWly for damages as a result of faulty or incorrect Wbnuatlon. speelfiwllons and/or designs furnished to the truss designer by the client and Um correctness or accuracyofthisInfortrtatMnasItmayrelatetoaspe- cific project and accepts no rc3porslbWty or exercisn no controlMilt "PAM to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the builrifng design by a Building Designer Iregistered archllecl or professional engmeerl. When reviewed for approval by thebuildingdesigner, the deign loadings shavm must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind orsnow 1=d3. Project speeNcatlaru or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes cornpressbn chords (lop or bottom) are con inu. ously braced by sheathing unless othe-tse specdled. Where bottom chords in tension are not fully braced latently by a properly appliedrtedceiling. they should be braced at a maxbnum spacing of IV-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 labrication, the fabricator shall tell - this drawing to vettly that this draulng is InconformanceMththefabrlettoe- pions and to realizea continuing resporslbWty for such vert- Nation. Any discrepancies are to be put in niting before cutting or fabrication. Ptatn shall not be Installed over knothole. knots or distorted grain. Members shah be cut for tight fitting uood to wood bearmg. Can. nector plates shall be located on both faces of the truss with raft fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4' long. A &r8 plate is 6' wide x 8- long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shall meet at Litt centroid ofthe webs unless otherwise shave. Connector plate ttznarcminimumsizesbasedonthefore- shown and may need to be inereastd for certain hand- ling and/or erection stresses. This truss is not to be fabricated With fire retardant treated lumber unless otherwise shoves. For odditk n ll Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and ereclbn recommendations arc to be fo9rnved in accordance Mill -HandlingInstallingABracing•, H18-91. Trusses are to be handled With particular care during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding t+vnsq in a straight and phrmb pos- Won and for resisting lateral forty shall be designed and installed by athen. Careful hand- ling b essential and erection bracing is ahvaya required. Normal precautionary action for trusses mqutn=% such temporary bracing during lnstallaUon between Lnisses to avoid loppUnganddonibtoing. The aupervblon of erection of trusses shall be under the control of persons expertenced In the Installation of trusses. Professional advice shag be souglit If needed. ConeentnUonofcccat mtlon I=ds greaterthanthedesignloadsshallnotbeappliedto truss- at any time. No I-ds other than the weight of the erectors shall be applied to lrnssm until after all Inslening and bracingiscompleted. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP 1 D 2x8 SP 01 D 2,3 BOT CHORDS: 2x6 SP 2 2x6 SP 1 D 3WEBS: 2x4 SP 3 2x8 SP 2 2,16 WndLod per ASCE 7-98, C&C,.V- 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0BldTypes' Eftcl L. 58.0 ft Wet 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: 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: Tet 0.23" RMB = 1.15 WO: ARLK WE: This 4-PLY Hip Master designed to carry11' 0" jacks (mono truss framed to BC) and Rip Jacks framed to BC 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 ftRepeatnailingaseachplyisapplied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screwat24" o.c. shall be installed on TCSBC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1847# Support 2 1818# TC... FORCE CSI BC ... FORCE CSI1- 2 13806 0.25 22-21 12242 0.682- 3 16526 0.27 21-20 12998 0.663- 4 20882 0.14 20-19 16654 0.664- 5 20882 0.17 19-18 23651 0.925- 6 24952 0.20 18-17 23651 0.706- 7 24952 0.20 17-16 23649 0.707- 8 20881 0.17 16-15 23650 0.928- 9 20880 0.14 15-14 16653 0.669-10 16525 0.27 14-13 12997 0.6610-11 13806 0.25 13-12 12241 0.68 4-PLYS REQUIRED TI: A QTYA Joint Locations=========m=.,,.== 1)= 0 0- 0 9) 32- 8- 0 17) 20- 0- 02) 4- 2-14 10) 35- 9- 2 10) IS- 9- 53) 7- 4- 0 11) 40- 0- 0 19) 11- 6-114) 11- 6-11 12) 40- 0- 0 20) 7-10-11, 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-146) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 07) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 TOTAL DESIGN LOADSUniformPLFFromPLF ToTCVertL+D -46 -1- 0- 0 -46 7- 4- 0TCVertL+D -23 7- 4- 0 -23 32- 8- 0TCVertL+D -46 32- 8- 0 -46 41- 0- 0BCVertL+D -20 0- 0- 0 -20 7- 4- 0BCVertL+D -186 7- 4- 0 -186 32- 8- 0BCVertL+D -20 32- 8- 0 -20 40- 0- 0ConcentratedLBSLocationBCVertL+D -1475 7- 4- 0BCVertL+D -1475 32- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 4660 -16 -1847 BOT PIN39- 8- 0 4660 0 -1818 BOT R-ROLL r G 00 Y to 111 Q8X103X66,l'8 1OX10 6X8 3X6 8X10 4XG 4-4-80-6-6 4X6 T SX14 4X6 8X10 4X6 8X10 4X6 0-6-6 4-2-6 3X4 SXG 1-9-11 BX14 3X4 Face 0-2-8 SX6 3.00 U-8-0 ce_ Face 0-2-8 080 7-2-11 24-2-10 4GG0# 8.0011 21 0 19 18 17 16 15 14 7-2-11 13 21-0-0-0 4660N 8.0011 RO-10-10) I 40-0-0 1-0-0 EXCEPT AS SHOWN PLATES ARE T 0 CA TESTED PER ANSUTPI 1-1995 1475N le'(110-10-10) WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: scale = 0.1595 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWgt AR I Truss ID: ACONTRACTOR. Dsgar: TLY Cltk: Date: 6-26-03 4005 MARONDA WAY BRACING WARNING: Bracing TC Live 16.0 psr DurFac - Lbr: 1.25ANPORD, F 1 . 32771 407) 321-0064 Fax (407) 321-3913 shown on this dmivmg is not erection bracing, tvhd bmcmg. portal bmcing or sIntil r bncmgwhichLsaparofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingslim"^ is for Literal TC Dead 7.0 cast DurFae - Pit: 1.25 TOMAS PONCE P.E. support of truss members only to reduce buckling length. Prmtslo- must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additiotmlbmcingof BC Live Q•Q lest O.C. Spacing: 24.0" LICENSE #0050068 the memlistmctummay berequired. Is" 1nB-91ofTPf). frm" Plate Institute. TPI. Is located at 583 D'Onofno Drive. BC Dead lo.0 psr Design Criteria: TPI VANNESSA DROVIEDO.FL327G6 Madison. Wisconsin 3719).1005Code De$e: FLA Deign: Afmrir Analysis JOB PATH: C:ITE£-LOKWOAfEDlR TOTAL 33.0 psr V:09.05.02- 2575 - 4 HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any msponsibinly for damages as a result of faulty orIncorrect Information, specifications and/or designs furnished to the taus designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no respomfbNlr or ezem'sm no control with regard to fabrica- tbn, handblg, 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 m part ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building deslgner, 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 orsnow loads. project speculations or special applied loads. Unless shown, truss has not been designed far storage oroccupancy loads. The design assumes rnmpresslon chords (top or bottom) are contlnu- ously braced by sheathing unless otherwisespecified. Where bottom chords in tension are not fullybraced Laterally by a properly applied rtgkl ceiling, they should be braced at a maximum spacingof 10'-0' o.c. Connector pLatm shall be manufactured from20 gauge hot dipped P Vanlred steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that thisdrawing is In conformance with the fabrfatoes pivu and to realize a continuing responsibility for such vert- noatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plato shall notbe Installed over knotholes, knots or distorted grain. Members shag be cut for tightfitting wood to wool tearing. Con. nector plates shall be located on both faces of the lrrsa with nalls fully imbedded and stall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wife z 4' long. A 6x8 plate is 6' wide x 8' long. Slotstholes) run parallel to the plate Length speclned. Double tuts on web members shall meet at the centrold of the webs unless otherwise shown. Coanetiar plate sizes are minimum sues based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss is not tobe fabricated with fire retardant treated lumber unless otherwise shown For additional information on Quality Control refer to ANSI/7P1 I-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing, HIB-91. Trusses are to be handled with particular are during banding and bundtlng, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- mon and for resisting lateral forces stall be designed and Installed by others. Careful hand. ling is essential and emcUon bracing is always required. Normal precautionary action for trusacs requires suchtemporary bracingduring Installation between biasses to avoid topplinganddominoing. 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 ofconstruction bads grater than the design loads shall not be applied to trusses at any Ume. No loads other than the weight oftheerectors shall beapplied to trusses until after all fastening and bracingiscompleted. JB: 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 2,6 MULTIPLE LOADS -- This design is the conlPOSite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwiseMAXLIVELOADDEFLECTION: L/950 at JOINT # 4 L=-0.49" D=-0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.23" RMB - 1.15 T 5--0-8 0-6-6 WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST bepositionedtoprovideequalunbraced 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, CrC, V. 125nph, 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 INi' zone, TCDL- 4.2 psf, BCDL- 6.0 psfImpactResistantCoveringand/or Glazing Req TC.:.FORCE...CSI BC...FORCE CSI1- 2 4073 0.52 12-11 3664 0.76 2- 3 5333 0.59 11-10 3665 0.643- 4 5387 0.42 10- 9 5402 0.834- 5 5372 0.57 9- 8 3664 0.655- 6 4072 0.53 8- 7 3663 0.76 TI: B OTY:1 Joint Locations============_ 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8= 02) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 13) 17- 2- 1 7) 40- 0- 0 11) 8-11-114) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION--- X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 1366 55 -988 BOT PIN39- 8- 0 1366 0 -1007 BOT H-ROLLPROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 988# Support 2 1007# 0 - u 6X8 4X6 Rxtno Face = 0-2-8 3.00 I all 1366# 8.0011 1Y 1-0-0 110-10-10) I i. 40-0-0 EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Marrir Ana4uh 5X6 T 0-6-6 4-10-6 L T- I 3.00 Face = 0-2-8 1 7 136 6# {18.001, 10-0 RO-10-10) scale = 0.1595 IIUHKIVINU: READ All NOTES ON THIS SHEET. Eng. Job: 0: AR K A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. Dsgitr: TLY Chk: Date: 4-21-03 BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 Bmctng shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bmc Wg TC Dead 7.0 psf DurFae - PIt: 1.25 shown is for Lateral support of truss members only to reduce buckling length. provisions must bemadetoanchorLateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner' BC Live 0.0 psf O.C. Spacing: 24.0" Additional bracing of the overall structure may be regWred. (See IIIB•91 ofTPI). BC Dead 10.0 psf Design Criteria: TPIgrrrussPlateInstitute. TPI. is located at 583 D'onofrto Drive, Madison. Wisconsin 53719). Code Desc: TOTAL 33.0 psf V70 .05 02- 215 9- JOB PATH: C:IT£E•LOKIIlObfED1R TICS: 03.20.02 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/ordesigns furnished to the truss designer by the client and the correctness or accuracyofthisInformationasitmayrelatetoaspe. e81c project and accepts no responsibility or membes no control with regard to fabricn- tron. handling. shipment and Installation or to s_ cos- This true has been designed as an Individual budding component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a BuildingDesigner (registered architect orpmfessional enghmerl. When reviewed for approval by thebuildingdesigner. the design loadings shown must be checked to be sure that the data shown are in agreement with the lord building codes. local climatic records for wind or snow Inds. praject specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are c%mUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cedirg, they should bebraced at a maximum spacing of 10'-0' o.e Connector Plata% shall be manufactured from20gaugehot dipped galvanized steel meeting ASI11 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 vent. fkation. 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 be cut for tight fitting wood to wood bearing. Can. nectar plates shad be located an both faro 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 6.8 plate is 6" wide x8- long. Slats tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld ofthe webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need W be increased for certain hand- gng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bhformatlon on Quality Control refer to ANSI/IPI 1-I995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -HandlingInstalling & Bmdng'. HIB-91. Trusses are to be handled with Particular care during bandingandbundling. delivery and installation to avoid damage. Temporary and permanent bracingforholdingtrussesInastraightandplumbpos- Illon and for resisting lateral forces shall bedesignedandinstalledbyothers. Carefulhand. ling is essential and erection bracing is alwaysrequired. Normal precautionary action for masses rsrpdres such temporary bracing during tnstaRatlan between musses to avoid toppling and dominoing. The supervision of election of trussesshag be under the control of persons exPererced in the installation of anuses. Professional advice shall be sought if needed. Concentration ofconstruction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight ofthe erector, shag be applied to trusses until after all fastening and bracingiscompleted. fa: ARLINCziIUN 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 2,4MULTIPLELOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB = 1.15 T 5-8-8 0-6-6 WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST bePositionedtoprovideequalunbraced segments OR 2x4 T-brace nailed flat to edgeOfwebwithw/3"x 0.120" nails spaced 8" o.cBracemustextendatleast90% of web length2x6Bracerequiredonanywebaver141-0". WndLod per ASCE 7-98, CSC, V= 125mph, H- 15.0 ft, I= 1.00, mcp.Cat- B, Kzt= 1.0BldType= Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI 1- 2 -4019 0.55 2- 3 -4925 0.57 3- 4 -4925 0.57 4- 5 -4018 0.56 BC ... FORCE ... CSI 10- 9 3615 0.72 9- 8 3597 0.64 8- 7 3596 0.64 7- 6 3614 0.72 TI: C QTY:1 Joint Locations=============_= 1)0- 0- 0 5) 40- 0- 0 9) 10- 3-112) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 03) 20- 0- 0 7) 29- 8- 54) 30- 0- 0 8) 20- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 1366 58 -992 BOT PIN39- 8- 0 1365 0 -1011 BOT H-ROLLPROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 992# Support 2 1011# F6.00 5' 6X8 6.00 sx 1 n .ra Face = 0-2-8 3.00 I 0-8- 1366# 8.00" 1-0-0 RO-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA 13ROVIEDO.F1.32766 Design: Afmrit Analysis n/AK UNti: 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 bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshamissupportOflateralsuppooftrussmembersonlytoreducebucklinglength. Pro ismns must be madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracingofthemerallstructuremayberequired. (See HIB•91 of TPB. rrnusPlateInstitute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.IT£E-I.0K010MEOIRT 5- 6-6 0- 6-6 5X6 3. 00 Face = 0-2-8 080 7 161 1366N 8.001, 00 KO- 10-10) scale = 0.1595 Eng. Job: WO. ARL Dwg: Truss ID: C Dsgiv: TLY Cl1k: Date: 4-21-03 TC Live 16.0 psf DUfFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V-09 05.02- 580- 7 HCS: 03.2002 DESIGN INFORMATION This design is for an InelMdual building component and has been based on information provided by the client. The designerdisclaims any responsibility for damages as a result of faulty or Immn-ecl information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracyofthisInformationasItmayrelatetoaspe. cifk: project and accepts no responsibility or exemises no control with regard to fabrim. tion. handling. shipment and Installation of trusses. This truss has been designed as an IndrMual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building designby a Building Designer (registered architect or professloml engneed. When reviewed forapproval by thebuddingdesigner, the design loadings shown most be checked to be sure that the dam shown are in agreement with the local building codes. local elirmlic records for wind or snow Inds. prajoct specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. ' oust' braced by sheathing unless otherwise Peelfled. 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 Hy-0' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASfsI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that thisdrawing is inconformancewiththefabricatorsplansand torealacanunuingresponsibilityforsuchvert- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be installed aver knotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood bearing. Can. nector plates shrill be located on both faces of the truss with nalls fully Imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x6 plate is 6* wide x 8- long. Slots (holes) run paralleltotheplatelengthspecified. Double cuts on web members shad meet at the centraid of the webs unless otherwise shown. Connector plate sizesaremintinumsizesmbasedontheforshownand may need to be Increased for certain hand- ling and/or erectionstresses. Thts true is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1.1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with"Handling Installing & Bracing'. 11I8-91. Trusses arcto be handled with particular care during banding andbundling, deWery and Installation to avalddamage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itionandforreststinglateralforcesshallbedesigned and Install cdby others. Careful hand. ling is essentlal and erection bracing is allays required. Normal precautionary action for truss- rcquba such temporary bracing dun" Installation between trusses to avoid toppling and domincing. The supervislon of erection of trusses shall be wider the control of personsexpertenced in the irstalbUon of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shad not be applied to trusses at any time. No loads other than the welghl of the erectors shad be applied to trusses until alter all fastening and bmcing Iscompleted. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOTCHORDS: 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 Repeatnailingaseachplyisapplied. Distributeloadsequallytoeachply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support1976# 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 5- 7-8 0- 6-6 WO: ARLK WE: 11: Plate(s) OFFSET from joint center. The JointDetailReportmustbeincludedwith any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the A11 Pite RESSIONultof Chordsareiple asstmleddtobe continuously braced unless noted otherwise. WndLodperASCE7-98, C&C, V- 125mph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 BldType= Encl L= 58.0 ft W= 40.0 ft Truss inINTzone, TCDL= 4.2 psf, BCDL= 6.0 psf ImpactResistantCoveringand/or Glazing Req TC... FORCE CSI BC... FORCE CSI 1- 2 -8904 0.26 16-15 7956 0.61 2- 3 -10312 0.27 15-14 8150 0.60 3- 4 -12521 0.09 14-13 9649 0.40 4- 5 -14727 0.24 13-12 12691 0.61 5- 6 -14724 0.22 12-11 8849 0.46 6- 7 -9430 0.24 11-10 7484 0.56 7- 8 -8166 0.23 10- 9 7294 0.56 3- PLYS REQUYRED TI: C 1 9TY: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 12) 21- 1- 8 TOTAL DESIGN LOADS UniformPLFFromPLF-----To--- TCVertL+D -46 -1- 0- 0 -46 41- 0- 0 BCVertL+D -20 0- 0- 0 -20 40- 0- 0 ConcentratedLBSLocationBCVertL+D -930 13- 1- 8 BCVertL+D -1934 21- 1- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2905 86 -976 BOT PIN 39- 8- 0 2688 0 -1010 BOT H-ROLL G. 0-08X106X8 mom.., Face = 0-:ft 3.001 -10-8 -a{ 0- 8 2905N V8.0011 13 1'413 12 1- 0-0 Cant" A S (24) 2x430# 40- 0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 1934N Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 Design: Matrit Afrdfysis YVAKIVINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this dmwing is not erection bracing, wind bracing, portal bracing or similar bracing whichsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportofcussmembersonlytoreducebucklinglength. P -Islons must be madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. AddltionalbracingoftheOverallstructuremayberequired. (See HIB-91 of TPO. rfrussPlateInstitute. TPI. Is located at SM60nofrlo Drive. Madison. Wisconsin 53719). JOB PATH: CITES-LOAIIfOAIEDIR 0- 6-6 5X6 T Ie 0330 -Yface = 0-2-8 T 5- 5-6 L 111 10 191 2689N 8.001, 1 R0. 10-10) scale = 0.1595 Eng. Job: A L Dwg: Truss ID: C1 Dsgitr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL33.0 psf V-09 05 02- 21581- HCS: 08.20.02 J13: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is foran Individual building component and has been based an Infornation provided by the client. The designer disclaim any responsibility for damages as a mull of nutty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or aceumcyofthisInformationasItmayrelatetoa $Pe- c81c project and accepts no responslbl8ly or excrebes no control with regard to fabrkn- lbn, handling, shipment and Wtalb uon of cusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for apptmal by the building designer, the design loadings shown must be checked to be sure thatthe data shown are in agreement with the local building codes. local dbnatie records for wind orsnow loads. PrI-L speciflcoUons 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 otherwisespecified. Where bottom chords In tension are not fully braced laterally by a properly appliedrigidceWng. theyshould be bmced at a maxim= spacing of 10'-0' 0, Connector Plata shall be manufactured from 20 gauge hotdippedgafvantredsteelmeetingASTMA653. Grade 40, unless otherwise shown. FABRICATION NOTES Priorto fabrication, the fabricator shall review this dm" toverify that tics dmwingis in conformance with the fabricators plans and to reabze a continuing reaponsibWty for such verl- flention. Any discrepancies arc to be put inwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood towood bearing. Con. nector plates shall be looted on both faces of the truss with nabs fully Imbedded and shall besym. about thejoint unless otherwise shown. A5x4plateis5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel tothePlatelengthspecified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown, connector plate stza are minimum sizes based on the form shown and may need to be Increased for eennln hand. ling and/orerection sUessm. This truss is nottobefabricatedwithfireretardantcrated lumber unless otherwise shown. For addlUanal information on Quality Control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES Ail bmcing and erection recommendations are to be followed In accordance with 'HandlingInstaUlng & Bmcing-. H18-91. Trusses are to be handled with particular can: duringbandingandbundling, delivery and WLallaUon to avoid damage. Temporary and Permanent bracingforholdingtrussesInastmightandplumbpos. Ition and for resisting literal forces shallbe designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for cusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trussesshadbeunderthecontrolofpersonsexperiencedIntheIminnationoftrusses. Professiooul advice alu l besought If needed. Concentration of constructionInds greater than the design loods shall not be applied to trusses at any time. No bads other than the weight of theerectors shall be applied to trusses until after oil faslentng and bracing iscompleted. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support1975# 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 6- 4-8 0- 6-6 Ty IFace = U-1-8 0 3. 00 I 1366# 8.00rm 1- 0-0 RO- 10-10) I EXCEPT AS SHOWN PLATES ARE Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE- # 0050N8 1005yANNFMA DROVIEDO.F1.32766 Detign: Mmrit Anafysis 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 perASCE7-98, 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 INTzone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact ResistantCoveringand/or Glazing Req TC... FORCE CSI BC ... FORCE CSI 1- 239490.44 14-13 3535 0.78 2- 338240.41 13-12 3584 0.71 3- 443420:45 12-11 3483 0.58 4- 543420.45 11-10 3484 0.58 5- 638250.42 10- 9 3584 0.71 6- 739490.46 9- 8 3536 0.78 6X8sxf n ... 40-0- 0 TL20 GA TESTED PER ANSI/TPI 1-1995 vaHKIV114W READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACINGWARNING: Bhtch b ashownrocing on thisdrawingisnoterectionbracing, wind bracing, portal bracing or similar bracing put of thebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown Is forlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing ofthewerstlstructureplayberequilred. IS" HIB-91 of TPi) Ross PlateInstitute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH. C: I7EE-L0KI110S1EDfR TI: D BTY: 1 Joint Locations===========_=== 1) 0- 0- 0 2) 6- 2- 14 6) 33- 9- 2 3.1) 20- 010 3) 11- 4- 0 7) 40- 0- 0 12) 11- 7-11 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 5) 28- 9) 33- 9- 2 14) 0- 0- 0 8- 0 10) 28- 4- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert0- 4- 0 1365 Horiz Uplift Y-Loc Type 39- 8- 0 1366 88 -975 BOT PIN 0 -1009 BOTH-ROLL SX6 6-2- 6 0-6-6 Tr I I 3. 00 Face = 0-2-8 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16. 0 psf TC Dead 7. 0 psf BC Live 0. 0 psf BC Dead 10. 0 psf TOTAL 33.0 Dsf 080 1 1 8 1366# 8.0001, I I R I 10) scale = 0.1595 Truss ID: D Date: 4-21- 03 DurFac -pit: 1. 25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: NCS: 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 dsclums any r"ponslblity, 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 accumey ofthis Information as It may relate to a ape- el(lc project and accepts no responsibillty or exercises no control with regard tofabrica- tion, handling, shipment and installation of trusses. 7hs truss has been designed as an Individual building component in accordance with ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part ofthe building design by a Building Designer (registered architect or professional engtneerl. When reviewed 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 building codes, local climatic records for wind or snow loads, project speelflmuons or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maxbnum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting Asm A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall -1-- this drawing to verity that this drawing s in conformance with the fabricator's plus and to reallm a continuing ropanslbdity forsuch ver- flentlom Any discrepancies are to be put in writing before cutting orfabrtcatlon. Plates stall not be installed over knotholes. knots or distorted groin. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nail fully imbedded and shall be sym. about theJoint unless otherwise shown. A 5x4 plate is 5' widex a- long. A 6x8 plate Is 6* widex 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold ofthe webs unless oth.-iseshown. Connector plate sizes arc minimum sizes mbasedontheforshown and may need to bese increadfor certain hand- ling and/or emcUonsusses. This toss s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ 1PI I-Is95 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. HI8-91. Trusses are to be handled with particular care durtng banding andbundling, delivery and installation to amid damage. Temporary and permanent bracing forholdingtrussesinastraightandplumbpm - lionandforresistingLateralfort" shag be designed and Installed by others. Careful hand- ling Is essential and erection bracing s always required. Normal precautionary action for toss" requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of personsexperienced in the installation of truss". Professional advice shall be sought ifneeded. Concentration of construction loads greater than the design Lands shall not be applied to tnimm at any time. No loads other than the tight of the erectors shall be applied to tosses unit] after all fastening and bracing iscompleted. 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 Q 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. WndLodperASCE7-98, C&C, V. 125uph, H= 15.0 ft, I= 1.00, RKp.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 ImpactResistantCoveringand/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 KVR Face 0.8 0- 8 1366# 8.001, -- 11 Com4i1- 0-0 iN) PA ES (24) 2X4 40-0-0 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 DP-OVIEDO.FL02760 Daign: Matra Atud-n4 YVAMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing, wind bracing, portal bracing or similar bracing whichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bmcing shownisforlateralsupportoftncssmembersonlytoreducebucklinglength. Provisions must be madetoanchorlateralism" at ends and specabed locations determined by the building designer. Additionalbracingoftiemerallstructuremayberequired. (See HIB-91 of TPI) Truss Plate Insinute. TPI, Is looted at 583 D'Onofrto Drtve. Madison. Wisconsin 53719). TI: D 1 9TYA Joint Locations=== ========____ 1) = 0- 0- 0 6) 33- 9- 2 11) 20- 0-•0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H_ROLL r4 5X6 6- 2-6 0- 6-6 I` - trace = 8 Eng. Job: Dwg: Dsgur: TLY Gilt: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 1 8 1366# 8.00" RO- 10-10) scale = 0.1595 x r1% Truss ID: D1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.01, Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOKIHOMEDIRHCS: 08.20.02 DESIGN INFORMATION This design isfor an Individual building component and has been based on information providedby theclient- The designerdisclaims any responsibility fordamages as a result of faulty or Incorrect information, specifications and/or dmlgns furnished to the truss designer by theclient and the correctness or accuracy of this Information as 11 may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a BuildingDesigner (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sun that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads, Project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom l an contlnu- ously braced by sheathing unless otherwise specified. When bottom chords in tenslon arc not fully braced laterally by a property applied rigid ceiling. they should be braced ata maximum spacing of 19-0- o.c. Connector plates shall be manufactured from 20 gauge tot dipped galvanlud 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 dmwing is in conformance with the fabricators plane and to realize a continuing responsibility for such vert. f"tlon. Any discrepancies an tobe put inwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting woad to wood bearingcon- nector plates shall be located on both faces of the thus with nails fully imbedded and shall be sym. about thejoinl unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A W plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specflled. Double cuts on web members shag meet at the cenlraid of the webs unless otherwise shown. Connector plate sizesarc minlmum sues based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to befabricated with fin retardant treated lumber unless otherwise shown. For additional infomnation on Quality Control refer toANS1/ 7P1 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations an to be followed in accordance with 'Handling Instailing @ Bracing-. HIB-91. Trusses anto be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temponvy and permanent bracing for holding trusses in n straight and plumb pos- ltlon and for misting lateral forces shall be designed and installed by others. Careful hand. ling is essenttal and erection bracing is always required. Normal precautionary action for trussesrequiressuchtemporarybracingduringinstallation between trusses to avoid toppling and dotnlnoing. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of constructionloads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after allfastening and bracing iscompleted. JD: HKuly(oIUN K J&4 AL: IU# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# 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: Ta, 0.21" RMB - 1.15 0 7- 0-8 0- 6-6 T7 I Face = 0-2-8 3.00 I 0- 8-0 I I WO: ARLK WE: MULTIPLE LOADS -- This design is the caniposite 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, Rxp.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 -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 11-10 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 K7rn 1366# 8.0011 -- " 1- 0-0 R0- 10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNFSSA DROVIEDOXI-32766 Design: Matrix Analysis WAKIVMU: 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 braeing, wind bracing. Portal bracing or similar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftausmembersonlytoreducebucklinglength. Provisions roust be madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuddingdesigner. Additionalbracingofthem•ernll structure may be required. (See HID-91 of TPB. mussPlateInstitute. TPI, is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA771: C:ITEE-LOKIHOMWIB TOTAL TI: E QTY:1 Joint Locations===== ======== 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0-.0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- B- 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-Loci Type 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BUT H-ROLL Q 5X8 6- 10-6 0- 6-6 I 3.00 Face = 0-2-8 080 Eng. Job: Dwg: Dsgrtr: 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 1 1 81366# 8.0011 G- 0- 0 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: 11CS: 03.20.02 J15: HKUNUIUN K 3&4AC: DESIGN INFORMATION This design is for an individual buildingcomponentandhasbeenbasedaninformation provided by the ebent. The designer diselabrts any responsibility for damages as a result of faulty or tmmnmt 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- clBc pmlectand accepts no responsibility or exercises no control with regard to fabrtco- uon. handling shipment and installation of trusses. This tress has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS•97 to be incorporated as part ofthe building design by a BuildingDesigner (registered archllect or professional engineer). When reviewed for approval by thebuildingdesigner. 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. prolect specifications orspecial applied loads. Unless shown. truss has not been designed for storage oroccupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing uNess otherwise specified- Wherebottom chords in tension are not fully braced Laterally by a properly applied rigid ceiling, they should be braced at a maxanum spacing of 10`0O o.e Connector plates shall be manufactured from 20 gauge hotdippedgahanizedsteelmeetingASTMA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shaft review this dmwitrg to verity that this dmwing b in conformance with the fabricotoes plus and to reahze a continuing responslbWty for such veri- fication. Any discrepancies are to be put inwritingbeforecuttingorfabrication. Plates shaft not be installed Over knothol, knots ordistorted grain. Membersshall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the teas with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6X8 plate is 6* widex 8- long Slots (holes) run porallel to the plate length specified. Double cuts on web members shall meet at the centrold ofthe webs urAess otherwise shown. Connector plate size are mm sizes based on theinhnuforces shownandmay need to be Increased for certain hand. ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional information on guallty Control refer to ANSI/7Pl 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed In accordance with -Handling Installing & Bracing-. HIB-91. Trusses are to be handled with particular care during bandingand bundlingdeliveryandinstallationtoavoiddamageTemponuy and permanent bracing for holding tresses 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 requtry such temporary bracing during hnstaftallon between trusses to avoid toppling and dmnblobV. The supervision of erection of tnsses shall be under the control of persons experienced in the Installation of tresses. Professional advice shall be sought If needed. Concentration of construction loads greater than the dwlgn bads shall not be applied to trusses at any time. 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 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP # 2 4,6 All COMPRESSIONChordsareassumedtobecontinuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L--0. 32n D=-0.33n T=-0.65n MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42n MAX HORIZONTAL LIVE WAD DEFLECTION: To 0.21" RMB = 1. 15 1 6. 00 7-0- 8 0-6- 6 I WO: ARLK WE: 1: Plate( s) OFFSET from joint center. The Joint DetailReportmustbeincludedwithanysubmittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INTzone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact ResistantCoveringand/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 rvo Face = 0-'-"-- 2}B- V0b0 i8 0-8- 0 I 1366# 8. 00" 1-0- 0 Cd4r 4. 11q4A 'ES (12) 2X4 EXCEPT AS SHOWN PLATES ARE T1,20 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: Mmrix Analysis 40-0-0 1-1995 WAMINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 11meing shown on this drawing is not erection bracing, wind bracing. portal bracing or sbnllar bracing which b apartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown is forlateralsupportoftrussmembersonlytoreducebucklinglength. Protslons most be made to anchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuddingdeslgncr. Addltlonal bracing oftheoverallstructuremayberequired. (See HtB-91 of TPI). Truss plateInstitute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TI: El QTY: 1 Joint Locations==========---- 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0= 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-lo-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 VertHorizUpliftY-Loc Type 0- 4- 0136592 -974 BOT PIN 39- e- 013650 -1008 BOT H-ROLL 13.00 Eng. Job: Divg: 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 5X8 Face = 0- 2- 8 1 8 1366# 8. 001, 10-0 Ro- lalo) SCENIC = 0.1595 Truss ID: EI Date: 4-21- 03 DurFac - Pit: 1. 25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: JOB PATH: C: ITEE-LOKIHOMEDIR 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 incorrect InformaUon. specifications and/ordesigns furnished to the truss designer by the client and the correctness oraccuracy of this Information as It mayrelate to a spe. ctflc project and accepts no responsibility or exercises no control with regard to fabrlm- llon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/fPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner. the design loadITIP shownmustbecheckedtobesurethatthedatashown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications orspecial applied loads. Unless shown, truss has not been designed for storage or occupancy Imds. The design assumes compression chords (top or bottom) nre continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly appliedrigidtWng, they should be braced at a maximum spacing of IV-0' o.c Connector plates shad bemanufactured from 20 gauge hotdippedgahanlzedsteelmeetingASTMA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior tofabrication, the fabricator Shall review this drawing to verify that this drawing is In conformance with the fabrlettoes pivu and to realize a continuingresponsibility for such vet. fication. Any discrepancies are to be put inwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight Ruing wood towood bearing. Con- nector plates shall be located an both faces of the truss with nalls fully Imbedded and stall be sym, about lhejotnt 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 cues 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 addltloral Information an Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with -HandlingInstallingABraeW. 1118-91. Trusses are to be handled with particular care during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos- ition and for resisting lateral forces Shan be designed and installed by others. Careful hand- ling is essential and erection bracing Is alwaysrequired. Normal precautionary action for trusses requires such temporary bracing during Installation between tiusses to avoid toppling and dolNnoing. The supervision of erection of trusses shall be under the control ofpersons experienced In the Installation of trusses. Professional advice shall be sought Ifneeded. Concentration of construction loads greater than the design loads Shan not be applied to truss- at any lima No loads other than the weight ofthe erectors shall be applied to trusses until after all fastening and bracingiscompleted. 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 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 Q 7-8-8 0-6-6 Face = 0-2-8 3.00 I 0-8 WO: ARLK WE: MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Eric L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -4036 0.47 14-13 3627 0.802- 3 -3545 0.43 13-12 3656 0.683- 4 -3503 0.33 12-11 3195 0.484- 5 -3503 0.33 11-10 3195 0.485- 6 -3544 0.44 10- 9 3656 0.686- 7 -4036 0.48 9- 8 3626 0.80 6X8 3X4 6YR 1366# 8.00" 11 1 0-0 R0-10-10) I1 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA 'TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DIL0t1ED0.FL32768 Design: Afmrit Atwipsis vV/1Kn114V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: B.eing shown on this dmwing is not erection bracing, wind bmchig, portal bracing or similar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bmchtgshownisforlateralsupportofthusmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bmeing of the overall Structure may be required. (See HIB-91 ofTPI). rrmw Plate Institute. TPI, b located at 583 D'Onofno Drive, Madison, Wisconsin 53719). 108 R477i: 17:1TEE-LOK1110MED1R TI: F 8N:1 Joint Locations________ 1) 0- 0- 0 6) 32- 5- 2 11) 20= 0=_____ 02) 7- 6-14 7) 40- 0- 0 12) 14- 3-113) 14- 0- 0 8) 40- 0- 0 13) 7- 6-144) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 05) 26- 0- 0 10) 25- 8- 5 MAX. REACTIONS PER BEARING LOCATION ---- - X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 1365 94 -973 BOT PIN39- e- 0 1365 0 -1007 BOT H-ROLL I 3.00 Eng. Job: Divg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 Dsf 5X8 Face = 0-2-8 118 1366# 8.000 10-0 RO-10-LO) scale = 0.1.595 Truss ID: F Date: 4-21-03 DurFac - Li r: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any-ponsibilty for damages as a result of faulty or incorrect Information, apeclllentions and/or designs furnished to the truss designer by the client and the correctness oraccuracy of this Informationas It may relate to a spe- cifle protect and accepts no responsibility or esemism no control with regard to fabrica- tion, handling, shipment and installation of trusses. This tnus has been designed as an Individual building component in accordance with ANSIfM 1-19%and NDS-97 to be Incorporated as part ofthe building design by a BuildingDesigner (registered architect orprofcsslonal engineer). When reviewed for approval by thebuddingdesigner, 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, PmJecl specglcatlons or special applied Imds. Unless shown, thus has not been designed for storage or occupancy loads. The design assume compression chords (topor bottom) are conUnu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly appliedrigidceiling. they should be braced at a reaxirmum spacing of 10`0' O.C. Connector Plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASIMA653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize n continuing responsibility for such verl- ncatlon. Any discrepancies arc to be put Inwritingbeforecuttingorfabrication. plates shag not be Wtalled over knotholes, knots ordistorted grain. Members shall be cut for tight (Ming wood towood bearing. Con. nector plates shall be located on both faro of the truss with nalis fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallelto the plate length specified. Double cuts on web members shall meet at the centroid ofthe webs unless otherwise shown. Connector plate suesareminimumsizesbasedontheforcesshown and mayneed to be Increased for certain hand- 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/iPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -HandlingWtallingdBracing'. HIB.91. Trusses arc to be handled with particular core during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpm - Won and for resisting laleml form shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is allays required. Normal precautionary action for tresses requires such temporary bracing during glstal)atlon belwmn tnuses to avoid toppWganddominoing. The supervision of erection of trusses shall be underthe control ofpersons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration ofconstruction Inds greater than the design loads 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 bmcingiscompleted. sic: AKLINtilUN K J8t4 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 DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 7-8-8 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the cofllposite result of mtltiple 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= 1.0BldType= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE CSI BC ... FORCE CSI1- 2 4036 0.47 14-13 3627 0.802- 3 3545 0.43 13-12 3656 0.683- 4 3503 0.33 12-11 3195 0.484- 5 3503 0.33 11-10 3195 0.485- 6 3544 0.44 10- 9 3656 0.686- 7 4036 0.48 9- 8 3626 0.80 6X8 3X4 6YR Face = 0-ST 133 --ol 0-8-0 I ( tv 13 1121366# 8.001, 1-0-0 CCS)P APES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSITITI LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOX1.3776(t Design: Matrix Analysis 40-0-0 1-1995 TTAKNINks: 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 bmcing. wind bmcing, portal bracing or similar bracingwhichI% a Part of the building design and which must be considered by the building designer. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provlslons must bemadetoanchorlateralbracingcingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bmcing of the Overall structure may be required. (See HIB-91 ofTPI). f17uss plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: CA EE-LOKIROMEDIR TI: F 1 QTY:1 Joint Locations== _=====___=_ 1) 0 0- 0 6) 32- 5- 2 11) 20- 0-, 02) 7- 6-14 7) 40- 0- 0 12) 14- 3-113) 14- 0- 0 8) 40- 0- 0 13) 7- 6-144) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 05) 26- 0- 0 10) 25- 8- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc0- 4- 0 1365 94 -973 BOT PIIN39- 8- 0 1365 0 -1007 BOT H-ROLL 13.00 Eng. Job: Dwg: Dsgitr: TLY C11k: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Bsf SX8 Face = 0-2-8 080 7j 18 1366k 8.00" 1-0-0 RO-10-10) scale = 0.1595 Truss ID: Fl Date: 4-21-03 DurFac - Lbr: 1.25 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 building component and has been based on informauon provided by the client. The designer disciairris any responsibility far 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 accuracyofthisInformationasItmayrelatetoaripe, cdt, project and accepts no responsibility or exercises no control with regard to fabrca- Urin, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7" 1-1995 and NDS-97 to be incorporated as part ofthe building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design landings shown most be checked to be sure that the data shown are In agreement wlth the local building codes. localclimatic records forwind or snow loads. Project specifications or special applied loads. Unless shown, muss has not been designed for storage oroccupancy bads. The design assumes compression chords (top or bottom) are contlnu- misty braced by sheathing unless otherwise specified. Where bottom chords N tension are not fully braced laterally by a properly appliedrigidceding. they should be braced at a maximum spacing of 10'-0' o.c. Connector Plates sham be manufactured from 20 gauge hotdippedgalvankedsteelmeetingASTMA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify, that this dmwing is In conformance withthe fabricator's plans and to realize a cuntlnuing responsibility for such verl. flention. Any discrepancies are to be put Nwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes. knots ordistorted grain. Membersshad be cut for tight fitting wood to wood bearing. Can. nector plates shad be located on both faro of the true with nalis fully imbedded and shad be sym. about the John unless otherwise shown. A Sx4 plate Is 5' wide x 4' long. A fsc8 plate is 6' wide x 8' long. Slots (hobo) run parallel to the plate length specified. Double cuts an web members shad meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum slm based on the forces shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not tobe fabricated with fire retardant treated lumber unless otherwise shown. Far additional information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 91andlinginstalling & Bra roll'. 11I8-91. Trusses arc to be handled with Particular care during bandingandbundlingdeliveryandinstallationtoavoid damage. Temporary and Permanent bracingforholdingtrussesInastraightandplumbpos- Ieon and for resisting lateral forces sham bedesignedandInstalledbyothers. Careful hand- ling is essenital and erection bracing is allaysrequired. Normal precautionary action for trusses require such temporary bracing duringInstallationbetweentfusstctoavoidtopplinganddomlttoing. The supervision of erection of tr sso shall be under the control ofpersons experienced In the installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greaterthanthedesignbadsshallnotbeappliedto trusscr at any time. No leads other than the weight of the erectors shad be applied to trusses until after all fastening and bmeingiscompleted. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER 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: Ter 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 0-0 8-4-8 0-6-6 Face = 0-2-8 3.00 I 0-8 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, Ver 125mph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0BldType. Encl L= 58.0 ft W- 40.0 ft TrussinINTzone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -4046 0.48 12-11 3638 0.792= 3 -3417 0.42 11-10 3662 0.673 4 -3073 0.46 10- 9 3072 0.544- 5 -3418 0.43 9- 8 3661 0.665- 6 -4045 0.49 8- 7 3637 0.79 6X8 6XR L11 1366# 8.00" TO 1- 0-0 L RO- 10-10) I 14 40-0-0 EXCEPT AS S11OWN 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 VANNFSSA Dk.OVIEDOXL3276 Design: Malrit Analysis TV1% K141N%rt: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing. Portal bracing or stmilar bracing whichisapartofthebuddingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersOnlytoreducebucklinglength. Prov7slons trust be madetoanchorlateralbracingatendsmidspecalcdlocationsdeterminedbythebuddingdesigner. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of *Ml). KrumPlateInstitute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:IIEE-LOKIROMEDIR TI: G ATY:I 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 6. 000 5X6 8- 2-6 0- 6-6 T7 1I 3.00 race = 0-2-8 08- 0 8 171 1366# 8.00" 1 RO- 10-10) scale = 0.1595 Eng. Job: WO: ARL Dwg: Truss ID: G Dsgitr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf Du Fac - Lbr. 1.25 TC Dead 7.0 psf DufFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL33.0 psf V:0 .05.02- 2158 - 8 HCS: 09.20.02 Jo: AKLIIyI-iIUN K J&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by theclient. The designer disclaim any responsibility for damages an a result of faulty or Incorrect Information. speclUcauons and/or designs furnished to the truss designer by the client and thecmnecthess oraccuracy of this Information as It may relate to a spe. elite project and accepts no responsfbWty or cimm"es no control with regard to fabAcr- lion, handling. shipment and installation of tnnssm. This truss ass been designed as an Individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a BuildingDesigner (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shownmustbecheckedtobesurethatthedatashown are in agreement with the local building codes, local climatic "'cards for wind orsnow loods. project specule"Uons or specLal applied loads. Unless shown, tress has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid "filing. they should be braced ata ma.Vmum spacing of 10 -(r o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTMA653, 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 fabrt©tors plans and to radii' a continuing responslbWty, for such verl- Bcation. Any discrepancies are to be put In wrning before cutting or fabrlarUon. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for light fftUng wood to wood bearing. Con- nector plates shall be looted an both faces of the truss with nabs fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate Is 5' widex 4' long. A &x8 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 shwa. Connector plate sizes arc minimum slims based on the forces shown and may need to be increased for certain hand- Wg and/orcrecuon 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/7PI 1-1995 PRECAUTIONARY NOTES All bmcmg and erection recommendathms are to be followed In accordance with'Handling Installing A Bracing'. HIB-91. Trusses arc to be handled with parucular pre during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos. Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trtuses to avoid toppling and dorninoing. The supervision of erection of masses $hall be under the control of persons uperlenced in the installation of trusses. Professional advice shall be sought Ifneeded. Concentratlon ofconstruction bads greater than the design loads shall not be applied to trusses at any lmte. No loads other than the weight of the er'etors shall be applied to Dussesurild offeraillasteningand bracing 1s completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP # 2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 19724Support2 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 WO: ARLK WE: MULTIPLE LOADS -- This design is the CCmposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wndbod 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 ResistantCoveringand/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 8-4- 8 0-6- 6 I Face = 048 13-10S'%o I 01 0-8 1366# 8. 0011 1-0- 0 Cd) A ES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.R02766 Design: Afarar Analysis 40-0- 0 1-1995 VUHKMI IU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcmg shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which isapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shwa isforLateralsupportoftrussmembersonlytoreducebucklinglength. Provlslons must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bmcmgoftheweraUstnictummayberequbed. (See 1-1113-91of TP). fl7ussPlate InsUlute. TPI, is located at 583 D'Onoftio Drive. Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKWOMED/R TI: G 1 9TYA 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. REACTIONSPERBEARINGLOCATION----- X-LocVertHorizUpliftY-Loc Type 0- 4- 0 1365 97 -972 BOT PIN 39- 8- 0 1365 0 -1006 BOT H-ROLL 6 00 5X8 I 3. 00 Face = 0-2-8 08-0 14-11- 11 8. 7 1366# 8. 001, Res-10- 10) scale = 0. 1595 Eng. Job: AR K DWg: Truss ID: G1 Dsgnr: TLY Chk: Date: 4-21-03 TIC Live 16.0 psf DurFae - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33. 0 psi V•0 .05.02- 2 0- 11CS. 08. 20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client- The designerdisclaimsnyresponsibilityfordamagesasaresultof faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the clientand the correctness oraccuracyofthisInformationasitmayrelatetoaspe- ciflc pro)ecl and accepts no responsibility or exerclses no control with regard to fabrica- tion, handling. shipment and installation of muse. This trusa has been destgned as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part ofthe building design bya Building Designer (registered architector professional engineer). When reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local clfrnatic records for wind or snow Inds. P,q.cl speciflrationa or special applied Inds. Unless shown, taus has not been designed for storage or Occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid cellfng, they should be braced at a maximum spacing of 10'To.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 real6e a continuing responsibility forsuch vert- flcation. Any discrepancies are to be put inwritingbeforecuttingorfabrication. plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for Ught fitting wood towood bearing. Can. nector plates shall be located on both fain of the truss with rails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' widex 4' long. A6x8 plate is 6' wide x 8' long. Slots (holes) runparallel totheplatelengthspecified. Double cuts on web members SIMI] meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlmum sizes based on the forces shown and nay need to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. Foraddillonal infomation on Quality Controf refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HID-9 1. Trusses are to be handled with particular care during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding busses in astraight and plumb pm. Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. Lungis essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avold toppUng and dominotrig. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional adviceshall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fasteningand bracing is completed. ors: AKI.)N(41UN 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 DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB - 1.15 9-0-8 0-6-6 Face = 0-2-8 0-8 3.00 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 CSI1- 2 4060 0.48 12-11 3655 0.792- 3 3246 0.44 11-10 3672 0.663- 4 2899 0.30 10- 9 2899 0.454- 5 3246 0.44 9- 8 3671 0.665- 6 4059 0.50 8- 7 3654 0.79 6X8 6X8 TI: H 9TY:2 Joint Locations=============== 1) 0-0 0 5) 31- 1- 2 9) 23- 0- 52) 8-10-14 6) 40- 0- 0 10) 16-11-113) 16- 8- 0 7) 40- 0- 0 11) 9- 0-124) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 1366 64 -962 BOT PIN 39- 8- 0 1365 0 -996 BOT H-ROLLPROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 962# Support 2 996# 5X8 3.00 Face = 0-2-8 08-0 1 16-3-11 6-0-10 16-3-11 1366# 8.00" 11 1 8 7 0--0 1366N 8.00" RO-1010-10) I 40-0-0 1-0 -0 EXCEPTAS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TI'I 1-1995 (' RO-1410) scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNEWA DFLOVIEDOXI-32766 Design: hfdffir Aidlysis VCKMiNU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bmcing. portal bracing orsimilar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingShownOforlateralsupportoftrussmembersonlytoreducebucklinglength. Pro isloru must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing ofthe Overall structure may be required. (See HIB-91 of TPI). rrnus Plate Institute. TPI. IS located at W D'Onofno Drive. Madt-n. Wisconsin 53719). JOB PATH: CJTEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgiir: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: H Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: HCS. 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Infor-iron provided by the client. She designer disclaim any respomlbtaty for damages - a result offaultyorIncorrectInfornmtlon. specification and/or design furnished to the truss designer by the client and the correctness or accuracy of this inforrnation as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabAca- tion. handWug. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI I-IM and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown an In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a pmperdy appliedrWdmMngtheyshouldbebracedata masnnum spacing of 10'-V o.c. Connector plates shall be mmmufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Gmde 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 mallm a continuing responsibility for such verl- fication. Any discrepancies an to be put in writing before eutling 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 - nectar plates shall be located on both faces of the truss with nalb fullyimbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x4- long A Gx8 plate is 6- wide x 8- long Slots (holes) run para8cl to the plate length specified. Double cuts on web members shall mec: at the centrmld ofthe webs unless otherwise shown. Connector plate sues are mmlmum slits based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not tobe fabricated with fire retardanttreated lumber unless otherwise shown. For additional Informallon on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed m acerdance with 'HandlinginstallingABraemg. HIB-91. Trusses are to be handled with particular care during bandingandbundlingdeliveryandInstallationtoavoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for resisting Lateral (ones shall be designed and Installed by others. Careful hand. ling is essential and erection bracing h always required. Nor -al precautionary action for trusses requires such temporary bracing during InstallaUon between Lnissts to avoid toppling and dominotng 'file supervision of erectionof trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. concentration of consttuctton bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until afterall fasteningand bracingiscompleted. JD. HKLII4b1UI14 K .38t4 AU: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.58" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 9-5-0 0-66-6 Face = 0-2-8 6.00 3.00 I 1366# 8.00" 1-0-0 RO-10-10) I iq EXCEPT AS S110WN PLATES ARE TL20 GA Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Far (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA MOVIEDOX1.32766 Design: Morris 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 edgeofwebwithw/3"x 0.120" nails spaced 8" o.c Brace immst extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -4063 0.48 12-11 3659 0.782- 3 -3143 0.45 11-10 3673 0.663- 4 -2826 0.30 10- 9 2825 0.414- 5 -3143 0.45 9- 8 3672 0.665- 6 -4062 0.50 8- 7 3658 0.78 6X8 6X8 40-0-0 TESTED PER ANSI/TPI 1-1995 WAMINU: 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 bracingwhichisainnofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftressmernbenonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the Overall structure may be required. (See HIB-91 ofTPI). rrmss Plate institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR TI: I 9TY:1 Joint Locon atis=====_======_=_ 1) 0- 0- 0 5) 30- 8-10 9) 22- 2-•0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 65 -954 BOT PIN 39- 8- 0 1366 0 -988 BOT H-ROLL PROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 954# Support 2 988# Q I 3.00 Eng. Job: Dwg: Dsgnr: TLY Clilc: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 5X8 9- 2-14 0- 6-6 T yIFace = 0-2-8 080 I 7 1366# 8.00" 00 RO- 10-10) scale = 0.1595 Truss ID: I Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS: 08.20.02 J13: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design LS for an Individual building component and has been based on Information Provided by the client. The designer disclaims any responslbWty for damages u a result offaultyorIncorrectinformation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy ofthis lnformn rtlon as it may relate to a spe- Cole protect and accepts no responsibility or exemises no control with regard to fabrtca- tlon, 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 buildingdesign by a Building Designer (registered amlineet orprofessional engineer). When reviewed for approval by thebuddingdesigner, the design loadings shown must be checked to be sure that the data shown art in agreement with the local building codes. Deal elbnaUc records for wind or snow loads. project sp.CNcnUons orspecial 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 specNcd. where bottom chords in tension arc not fully braced laterally by a properly applied rigid celling, they should be braced at a maxbnum spacing of 10'-0- o.c. Connector Plates shall be manufactured from 20 gauge hot dipped gal anl=d steel meeting ASI'M A 653. Grade 40. unlessotherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawingto verifythat this drawing is in conformance with the fabricoloes pLvu and to realize a continuing resporulbWty, for such ven. flcatlon. Any discrepancies art 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. Can. nector plates shall be located on both faces of the truss with naLLs fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- aide 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 cenlrotd ofthe webs unless otherwise shown. Connector plate apes are mtnbnuun zesadbased on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing% HIB-91. Trusses are to be handled with particular care during banding andbundling, delivery and Installation to avoid damage. Temporary and permanent bracing forholdingtrussesinastraightandplumbpos- Manandforresistinglateralforcesshallbedesigned and Walled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for muses requires such temporary bracing during Instal) aUtin between trusses to avoid toppbbg and dombroing. The supervision of erection of uvsses shall be under thecontrol of personsexperlenecd in the installation of trusses. Professional advice shall be sought ifneeded. Concentration of construction loads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of thecmetors shall be applied to trusses until after all fastening and bracing iscompleted. 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: Tar 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03" RMB = 1.00 4- 5-15 0- 66-6 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. WndLodperASCE7-98, 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= 14.3 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 -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 9TY:1 Joint Locations=7====7 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- •0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 TOTAL DESIGN LOADS Uniform PLY From PLF To TCVertL+D -46 -1- 1- 9 -46 14- 4- 0 BCVertL+D -20 0- 0- 0 -20 14- 4- 0 ConcentratedLBSLocationBC Vert L+D -930 13- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 620 12 -702 BOT PIN 14- 2- 3 1307 0 -603 BOT H-ROLL 6. 00 I 4X6 0 2X4 6X8 144- 0 620# 8.001, v I ( R1-1-7) 144-0 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANsirm 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNE98A DP-MIEDOXI-32766 Design: Mardi Analysis TWAKMIMIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this draaing is not erection bracing, wind bmclng. portal bracing or smdLv bmeing whichisapartofthebuildingdesignandwlikhmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by tire building designer. Additionalbracingofthememilstructuremayberequired. (See HIB-9I of TPI). TrussPlateInstitute. TPI, is located at 583 D'Onofrlo Drive. Madison, iViscorsin 53719). JOB PATH: CATEE-LOKiiIOMEDIR Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf 4- 2-6 0- 8-6 1308# 3.62" 9307 scale = 0.4333 AR Truss ID: J Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: V: 09.05.02- 21594- 9 HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: DESIGN INFORMATION This design b for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages ns a resWt of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the mneeuress or accuracy of this Information as it may relate to a spe- cific project and accepts no respo islbWty or exercises no control with regard to fabrim- tion. handling, shipment and Installation of trusses. This thus has been designed as an individual building component in accordance with ANSI/'M 1-1995 and NDS-97 to be tncorpomted as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data sham are in agreem."' localwiththe budding codes. local climatic records for wind or snow loads• Project speclflcatlons or special applied loads. Unless shown. trawl has not been designed for storage or occupancy loads. The design assumes Compress on chords (top or bottom) are mnUnu- ously braced bysheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by a propertyapplied rigid ceding. theyshould be braced at a maximum spacing of 10•-(r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galmnt=d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabdeallon• the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrtmloes plants and to realise a continuing responsiblUty for such veri- fication. Any discrepancies art to be putinwritingbeforecuttingorfabrication. Plates shall not to installed over knotholes. knots or distorted grain. Members shall be Cut for tight Btungwood to wood tearing. Con- nector plates shall be located on both faces of the uuss with nulls fully imbedded and shall be sym. about thejoint 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 eentrold of the webs unless otherwise shown. Connector plate sizes ate minimum slus based on the forces sham and may need to be increased for certain hand - Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated hunber unless otherwise shown. For addltMnal Information on QualityControl refer to ANSIfM I-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bmeing'• 1119.91. Trusses an to be handled with particular care during banding and bundling, deliveryand installation toavoid damage_ Temporary and permanent bmcmg for holdingtrusses in a straight and plumbpw- Won and for resisting latemi forces shad be designed and installed by others. Careful hand- ling Is essential and erection bracing is allays required. Normal precautionary action for trussesrequires such temporarybracing during Installation between trusses to avoid toppling and dominating. The supervision of erection of muses shall be under the control ofpersons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration ofconstruction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors stall be applied to trusses until after all fastening and bmcmgIscompleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 458# Support 2 413# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.15 4-5-15 0-6-6 I 487# 8.00" WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, 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 TC... FORCE ... CSI ,.BC ... FORCE ... CSI 1- 2 -571 0.18 8- 7 477 0.21 2- 3 -431 0.16 7- 6 -327 0.183- 4 448 0.17 4- 5 27 0.11 r6 00 L 1-1-9 L R1-1-7) I 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32766 Design: Mairir Analysis 4X6 TI: K QTY:2 Joint Locations= ....... ==_e 1) 0- Oa=er 0 4) 10-10-15 7) 7- 4--02) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 03) 7- 4- 0 6) 13- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loa0- 4- 0 487 42 -458 BOT PIIN 12-10-12 422 0 -413 BOT H-ROLL JAO 3X4 VVAKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on (his dmudng Is not erection bmcmg, wind bmcmg, portal bracing orsimilar bmcmgwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. BmcbrgshownisforlateralsupportoftrussmembersonlytoreducebucklinglengthProvisionsmustbemadetoanchorlateralbmctngatendsandspecifiedlocationsdeterminedbythebuddingdesigner. Additional bracing of the memll structure inav be required. (See 111B-91 of TPI). TRnSa Plate Institute. TPI• is located at 583 6011ofrto Drive. Madison. Wisconsin 53719). JOB PATH: C:ITF-E-LOK1110MEOIR Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL, 33.0 asf 4-2-6 T 1-4-6 1 423# 2.50" scale = 0.4674 Truss ID: K Date: 4-21-03 DurFac - PII: 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 building component and has been based on Information provided by the chent. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designsfurnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ct is project and accepts no responsibilityor uerefses no control with regard to fabrfra- tiun, handling, shipment and installation of truss-. This truss has been designed as an individual building component in accordance will ANSI/M 1-1995 and NDS-97 to be incorporated as put of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local Climatic records for wind or snow loads, project speeihc tie ms Or speclal 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 appliedrigidceding. they should be braced at a ma.Vmum spacing of 10'-0- o.c. Connector Plates shall be manufactured from 20gauge hotdippedgahant-d steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shad review this drawing to verify that this drawing is In conformance with the fnbricatoes plans and to realize a continuing responsibility for such vtri- f1muon. Any discrepancies are to be put inwritingbeforecuttingorfabrication. Pates shall not be Installed over knotholes. knots or distorted graln. 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 is 6- wide x8' long. Slots (holes) run parallel totheplatelengthspecified. Double cuts on web members shall meet at the centmtd of the webs unless otherwise shown. Connector plate sim are minm anusizesbased on the forces shown and may need to be increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing', HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Wtallatlon to avoid damage. Temporary and permanent bracing for holdingtrussesInastraightandplumbpos- won and for resisting lateral fortes shall be designed and installed by others. Careful hand- Iing is essential and erection bracing is always required. Normalprecautionaryactionfortrussesrequires such temporary bracing during tnstalla0on between hussfs to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professionaladvice shall be sought If needed. Concentration of construction loads greater than thedesignloadsshallnotbeappliedtotressesat arry lane. No loads other than the weight of the erector shall be applied to trusses until after all fasteningand bracingis completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP # 2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 406# Support 2 346# MAX LIVE LOAD DEFLECTION: L/999 L=-0. 01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 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 composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical( s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss in INTzone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact ResistantCoveringand/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. 00" L i- 1•9 -1_ I (R1- 1-7) 1 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.r La27W Design: bldtrix Aiud sis TI: L BTY: t 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-LocVertHorizUpliftY-Loc Type 0- 4- 0 487 172 -406 HOT PIN 12-10-12 422 0 -346 HOT H-ROLL 4X6 IVA J1i3 2X4 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Isapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown isforlateralsupportoftrussmemberonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). ri•russPisteImiltute. TPI, 0 located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. JOB PA771: C:ITEE-LOK1/10MEDIR Eng. Job: Dwg: Dsgiir: TLY Clik: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33. 0 vsf 4-2- 6 423N 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: 24.01r Design Criteria: TPI Code Desc: V:09. 05.02- 21597- 9 TICS: 08. 20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the Client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy ofthis information as It may relate to a spe. project.clllc projeand accepts no responsibility or exercises no control with regard to fabrica. tion. handling. shipment and Installation of tresses. This truss has been designed as an Individual building component In accordance with ANSI/ TPI I.19% and NDS-97 to be incorporated as part of the building design by a Building Designer ( registered architect or professional englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to besure that the datashown are In agreement with the Iocal 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 occupancyInds. The design assume compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly applied rigid celling. they should be braced at a maxtanum spacing of I V-0' o.e Connector plat= shall be manufactured fmm 20 gauge hot dipped gahanlud steel meeting AMI A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall renew this drawing to verify that this drawing is In Conformance with the fabricators plans and to ralire a Continuing responsibilny for such veri- fltallon. Any discrepanciesare to be put in wrtung before eutung or fabrication. Plates shall not be Installed over knotholes. knots or distortedgam. Members shall be cut for tightRuingwood to wood bearing. Con- nector plates shallbe located on both faces of the low with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x4' long. A &x8 plate is 6' wide x 8' long. Sins (holes) run parallel to the plate length specified. Double cuts on webmembers shall meet at the centroid 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 not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSIfM 1-I995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Insta" @ Bracing'. HI8-91. Trusses arc to be handled with particular Core during banding and bundling. delivery and Installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- Man and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is allays required. Normal precautionary action for cruse requires suchtemporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erectionof trusses shall be under the control of persons pertcnced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads grater than the design loads stall not be applied to trusses at any time. No loads other than the wzlght of the erectors shag be applied to trusses until after all fastening and bracing s completed. Al: ARLINGTON 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 1310" span framed to BC one face 0' 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION 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 3- 0-0 2- 6-6 917# 3.50" WO: WE: 1: Plate(s) OFFSET from joint center. The Joint Detail Report !mist be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W. 8.8 ft Truss in ZNT zone, TCDL= 4.2 psf, BCDL- 6.0 psf ImpactResistantCoveringand/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 TI: Ll 9TY:1 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-Loc Type 0- 1-12 917 9 -377 BOT PIN 8- 7- 4 917 0 -412 HOT H-ROLL, 6X12 eve pAo) 3X6 8- 9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 Design: Afarrfr 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 brachg. wind bracing. portal bmetng or similarbracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftressmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HID-91 of TPI). rrrussPlateInstitute. TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 3- 0-0 1- 4-8 I 5 917# 3.50" Eng. Job: Dag: Dsgfu': TLY CU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.7000 Truss ID: Ll Date: 4-21-03 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOKIHOMEOIR TICS: 08.20.02 ors: AKLINI:iIVN K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client- The designer dlsclabns any responslbibty fordamages - a result offaultyorincorrectInformation, specillcrtions and/or designs furnished tothe trussdesigner bythe client and the ct rectness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This thus has been designed es an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered amhllect or professional engtneer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown am In agreement with the local building codes. local climatic records for wind or snow loads. project speeNeallons or special applied lands. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu. ouslybraced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally bya properly applied rod ceWng, they should be braced at a maximum spacing of 10'-0' o.a Connector plates shall be manufactured from 20 gauge hot dipped galvanizedsteel meeting ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawingtoverify that this drawing isIn conformance with the fabricators plans and to realize a continuing responsibility for such veri- ncetiun. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight litung wood to wood bearing. Con. nector plates shall be located on both faces of the low with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Cub plate is 6' wide x 9' long. Skits (holes) run parallel to the plate length specifed. Double cuts on web members shall meetat the centroid of thewebs unless otherwise shown. Connector plate sizes arc minimum sires bashed on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with -HandlingInstaWngABracing', IIIB-91. Trusses are to be handled with particular rare during bandingandbundling. delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesInastraightandplumbpos- mon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is alwaysrequired. Normal precautionary action for trusses requires such temporary bracing during Installation between trltsses to avoid toppling and dorninoing. The super4blon of erection of trusses shall be under the control of persons experienced In the Installation oftrtwes. Professional advice shall be sought If needed. Concentration ofconstruction loads greater than the design loads shad not be applied to trusses at any tame. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ftDistributeloadsequallytoeachply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 740# Support 2 740# MAX LIVE LOAD DEFLECTION: L/841 at JOINT # 3 L=-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 composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 0" span framed to TC one face 8' 0" span framed to TC opposite face WndLod per ASCE 7-98, CSC, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0BldType= Encl L= 40.0 ft w= 8.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC ... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 272 0.60 6- 5 0 0.902- 3 0 0.27 5- 4 0 0.90 RMB - 1.00 2-PLYS REQUIRED 3-0-0 TI: L2 9TY:2 Joint Locations_______________ 1) 0 3) 8-'9- 0 5) 6- B-122) 6- 8-12 4) 8- 9- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435 8- 9- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 1906 0 -740 BOT PIN8- 7- 4 1906 0 -740 BOT H-ROLL This truss has not been designed for ROOFPONDING. Building designer must provide ade ate drainage to prevent ponding. (0.25in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 5X6 J 5X6 1907# 8.00" 8-9-0 EXCEPT AS SHONN PLATES ARE T1.20 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: Afmrir Anab-lis VWAKNIMU: 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. wtrd bracing, portal bracing or similar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshornIsforlateralsupportoftausmembersonlytoreducebucklinglength. I'mislons must bemadetoanchorLateralbracingatendsandspecifiedlocatlonsdeterminedbythebuildingdesigner. Additional bracing ofthe overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. wismnsin 537191. 3-0-0 1-10-8 I 4 1907N 3.50" Eng. Job: Dwg: Dsgnr: TLY CIIk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf scale = 0.7000 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: JOB PATH: C:ITEE-LOAIHOMEDJR HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Infonnauon provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy ofthis Information as It may relate to a spe. cific protect and accepts no responsibNty or exercises no control with regard to fabrica. tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when revtewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the localbuilding codes. local climatic records for wind or snow loads, project specifications orspecial applied loads. Unless shown, thus has not been designed for storage or occupancy Inds. 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 ngrd -11UW, they should be braced at a maximum spacing of 19-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meetingASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior wtofabrication, the fabricator shall revie this drawing to verify that this drawing is in conformance with the fabricators plans and to realize n continuing responsibility forsuch veri. tication. Any dscrepancles are to be put inwritingbeforecuttingorfabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Can. nectar plates shall be located on both faces of the truss with falls fully imbedded and shall be sym. about theJoint unless otherwise shown. A 5x4 plate is 5- widex 4- long. A 8z8 plate is s* wide x 8- long. Sloss (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentruid of the webs unless otherwise shorn. Connector plate sues are minimum sizes based on the faces 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 shorn. Foradditional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with'Handlinginstalling ¢ Bmclnf. HIB-91. Trusses arc to be handled with particular cue during bandingandbundling. delivery and installation to avoid damage. Temporary and Permanent bracing for holding trusses in a straight and plumb pos. Won and for resisting lateral force shall be designed and installed by others. Careful hand- Ung Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during btstallatJon between trusses to avoid loppllng 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 grater than the design loads shag not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracingiscompleted. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.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 1 477# 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 1 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, CSC, V- 125mph, H= 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 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 ... CSI1- 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 0.154- 5 -675 0.22 TI: M QTY:3 Joint Locations======______=== 1) 0- 0- 0 4) 10-10-15 7) 7- 4- A2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 03) 7- 4- 0 6) 14- 4- 0 MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 521 20 -477 BOT PIN14- 2- 3 476 0 -425 BOT H-ROLL 3 4 6 00 -600 4X6 JAa 3X4 3X4 6X8 522# 8.00" 11-9 1 (R1-1-7) 144-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 fMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OFTHIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or sbnllar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedbeoUonsdeterminedbythebuildingdesigner. Additional bracing of the overall stmctum may be required. (See HID-91 of TPI). frruss Plate ImUtutc, TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgitr: TLY C": TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 Dsf 4-2-6 0-8-6 476# 3.62" scale = 0.4333 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: Design: Afmris Armlysis JOB PATH: C.ITEE-LORIHOMEOIR HCS. 08.20.02 DESIGN INFORMATION This design Is for an individual bullding component and has been based on Information provided by the client. The designer disclaims any responsibilityfor damage as o result of faultyor incorrect lnfonmtlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. ctfic project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and tnstandlon of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPl 1.1995 and NDS-97 to be incorporated as part ofthe building design by a Building Designer (registered architect orprofessional engineed. When reviewed for approval bythebull" 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 loods. The designassume 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 properly applied rigid celling. they should be braced at a maximum spacing of 10'-T o.c. Connector Owes 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 rellzea continuing responsibility for such verF Heallon. Any discrepancies are to be put inwritingbeforecuttingorfabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Membem shall be cut for light fitting wood to wool bearing. Con- nector plate shall be located on both fain of the truss with nails fully imbedded and sha i be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4• long. A Bx8 plate is a - wide x 8' long. Slim (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid ofthe webs unless otherwise shown. Connector plate stz are minimum atus based on the forces shown and may need to be increased for "Awn hand. ling and/or erection stresses. Tits truss is not to be fabricated with fire retardant treated hunter unless otherwise shown. For additional tnformation on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In acoordanm with •Handling Installing A Bracing. HID-91. Trusses ant to be handled with particular care during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos- ition and for resisting lateral force shall be designed and installed by others. Careful hand- 11ng is essential and erecUon bracing is always required. Normal precautionary action for masses requires such temporary bmcing during Insta aUon between trtisses to avoid topplinganddominoing. The supervision of erection of trusses shag be under the control ofpersons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration ofconstruction loads greater than the deign loads shall not be applied to trusses atany time. No Inds other than the weight ofthe erectors shall be applied to trusses until after all fastening and bracing Is completed. JD: r+KLI141-7IU14 K .56(4 AU: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 566# Support 2 564# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T_-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T_ 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB = 1.15 4-5-15 0-6-6 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the conposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V_ 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt_ 1.0 Bld Type= Encl L. 58.0 ft W_ 14.7 ft TrussinENDzone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/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 BC ... FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 ' 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 4X6 TI: N QTY:1 a - - ===Joint Locations=====______=_ 1) 0- 0 0 7) 14- 8- 0 13) 5- 4-•02) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 03) 5- 4- 0 9) 11-10-15 15) 2- 9- 14) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 05) 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 Type2- 8- 0 535 -26 -566 BOT PIN12- 0- 0 535 0 -564 BOT H-ROLL 0-6-6 I 4-2-6 3.00 3.00 2-0-0 54-01615 rr 1413 1 1110 9 1-1-9 536# 64.00 536# 64.001, 8 GABLE M, (K-4.1) ) 14-8-0 1-1-9 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3958 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afdfrix Annlpsis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracbug or stmliar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdestgrter. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required. (See IIIB-91 ofTPI). ffruss Plate Institute, TPI, is located at 583 D'Onof-lo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY CU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf Truss ID: N Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOK1110MEDIR NCS: 08.20.02 DESIGN INFORMATION This design is for an Indlvldual building component and has been hued on tnfortnallon provided by the client. The designer disclaims any responsibility for damages as a result or faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracyOfthisinformationasItmayrelatetoaspe- c0c project and accepts no msponsrotityor ecerclsm no control with regard to fabrics. tion, handling, shipment and installation of trusses. This In= has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a BuildlogDesigner (registered architect or professional engineer). When mvlewed for approval by thebuildingdesigner, the design loadings shown must be checked tobe surethat the data shown are inagreement with the local building codes. loeal climatic records for wind or snow loads. project specifications special applied Inds. Unless shown, lruss has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are continu- ously braced bysheathing unlessotherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgld cellirng, they should be braced at a maximum spacing of 10'-(' o.c Connector plates shall be manufactured from 20 gauge hotdippedgalardzedsteelmeetingASTMA653. 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 fabrlcolor's plans and to realize a continuing responsibility for such verl- ftratlon. Any discrep-jes ate to be put In writing before cutting or fabrication. Pbtes shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con. nector plates shall be located on both faces of the Uuss with nags fully Imbedded and shall be sym. about thejoint unless otherwise shown. A 5.4 piste is 5• wide x 4' long. A Qx8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on weh members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizesareminimumsizesbasedontheformshown and may need to be increased far certain hand - Wag 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 All bracing and erection recommendations are to be followed In accordance with 'HandlingInstatingdBracing". HIB-91. Trusses are to be handled with particular care during bandingandbundling, delivery and Installation to avoid damage. Temporary and pernanenl bracingforholdingtrussesInastraightandplumbpos. Ition and for resisting lateral forces shall be designed and Installed by others. Careful land. Ling is essential and erection bracing is alwaysrequired. Normal Pmmutbtary action for misses requires such temporary bracing duringhtstaltatlonbetweentrussestoavoidtoppling and dominoing. The supervision oferection of trusses shall be under the control of persons experienced in the Installation of trusses. professional advice shall be sought ifneeded. Concentration of construction loads greater than the design bads shall not be applied to trusses at any tone No loads otherthan the weight of the erectors shall be applied to trusses until after all fastening and bracingIscompleted. Ju. rtrtLlI'll l71%J14 n )0(4 At-: IU# U I'Ll F F D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support1568# 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 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. AllCOMPRESSIONChordsareassumedtobe continuously braced unless noted otherwise. WndLodperASCE7-98, CSC, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 BldType. Encl L= 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ItflpactResistantCoveringand/or Glazing Req TC ... FORCE ... CSI 1- 2 -953 0.41 2- 3 976 0.42 0- 03. 00 I 16 1 - 536# 8.001' 1- 1-9 COSMETIC M16 ) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 I005 VANNESSA DR.OVIEDO.PL32766 Deaign: Mmrir Atrdfysia BC ... FORCE CSI 6- 0 677 0.18 0- 5 829 0.21 5- 0 829 0.21 0- 4 662 0.18 4X6 14- 8-0 1- 1995 nHKnIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. TI: N 1 QTY.2 Joint Locations=======_== 1) =Oa 0- 0 3) 14- 8- 0 5) 7- 4--0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----_ X-Loc Vert Horiz Uplift Y-LOC Type 0- 4- 0 535 48 -568 BOT PIN 14- 4- 0 535 0 -615 BOT H-ROLL b- 3-8-0 -o{ 1 3.00 BRACING WARNING: which apart on this drawing Is not a" an bracing, wind bracing, portal bracing or similar bracingpartofthebuildingdesignandw•hbchmust be considered by the building designer. Bracing shownIsforlateralsupportoftausmembersonlytoreducebucklinglength. Provisions must be madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). rnussPlateInstitute. TPI. Is located at 583 D•Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: CATBE-LOXINOMEDIR 4- 2-6 0- 6-6 A- 1 0- 80 I I 1 4 536# 8.00" R1 - 1-o 7) scale = 0.3958 Eng. Job: Dwg: Dsgltr: TLY Cllk: TC Live 16.0 psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss ID: N 1 Date: 4-21-03 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS.• 08.20.02 Its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the chent. The designer disclaims any reaponslbWty for damages as a result of faulty ar Incorrect Wbrmauon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracyofthisInformationasItmayrelatetoaspe- cific project and accepts no responsbWly or cxemfses 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/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a BuildingDesigner (registered architect or professional enginmr(. When reviewed for appri al by the building designer. the design loading, shownmustbecheckedtobesurethatthedatashown are in agreement with the local building codes. local chmauc records for wind or snow loads. project specifications or special applied loads. Unless sbown. truss has not been designed for storage or occupancy loads. The design assumes conipreaslon chords (top or bottom) are continu. ously braced bysheathing unless otherwise specified. Where boltom chords in tension are not fully braced bterally by a praperly applied rigid ceding. they should be braced at a maxMum spacing of I0'-0- o.e. Connector plate shad be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingAS77,1A 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 pbru and to realize a continuing rnponslbdily for such verl. flaltion. Any discrepancies are to be put inwritingbeforecuttingorfabrication. Plain shag not be bntallcd over krrotholes. knots or distorted grain. Manb- shall be cut for tight fitting wood to wood hearing. Con. nectorplate 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 x4- long. A &c8 plate is liWex8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at thecentruld of the webs unless otherwise shown. Connector plate sizesaremirllmorrislzesbasedontheforcesshown and may need to be increased for certain hand. Ung and/or erection stresses. This truss is not to befabricated with fire retardant treated lumber unless 001MVIte shown. For addlUonal Information onQuality Control refer to ANSI/'M 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -HandlingInstallingABracing'. HIS-9 1. Trusses are to be handled with particular care during bandingandbundling. delivery and Wtallauon to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos. ltion and for resisting Lateral forces shall be designed and trutalled by others. Careful band. Ung is essential and erection bracing is alwaysrequired. Normal precautionary action for trusses requires such temporary bracing duringInstallationbetweenUUSSotoavoidloppllnganddominoing. The supervision of erection of trusses ahaU be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greaterthanthedesignloadsshallnotbeappliedto trusso at any time. No loads other than theweightoftheerectorsshagbeappliedto trusses until after all fastening and bracingiscompleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0BldType. Encl L= 58.0 ft W= 25.9 ft TrussinENDzone, TCDL- 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: L/866 at JOINT #15 L=-0.09" D=-0.05" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.06" RMB - 1.15 1 R 0 WO: ARLK WE: MULTIPLE LOADS -- This design is the COMPosite All COMPresult rl RESSIONChordsnaeasslmteddto be continuously braced unless noted otherwise. This trussisdesignedtobearonmultiplesupports. Interiorbearinglocationsshouldbemarkedontruss. Shim or wedge if necessary toachievefullbearing. PROVIDE UPLIFTCONNECTIONPERSCHEDULE: Support 1367# Support 2 663# Support 3 755# TC... FORCE CS1 BC ... FORCE CSI 1- 21810.29 16-15 105 0.30 2- 31980.19 15-14 103 0.30 3- 42430.27 14-13 100 0.41 4- 55680.28 13-12 117 0.41 5- 66110.35 12-11 957 0.26 6- 79810.38 11-10 1095 0.29 7- 81326k- 0. 37 10- 9 1097 0.38 4X6 16 15 14 13 1 408N 3.50" 1197// 8.00" GAB0 49id PL 1ES (0) 2X4 C/L: 6-11-0 EXCEPT ASSHOWNPLATESARETL20GATESTEDPERANSI/TPI rMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA Da.OVIEDOSI-3276(i Deign: Afdiru Anirlysis 6.00 25-11- 0 1-1995 Over 3 Supports YCKKnIII IU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thisdrawing is not erection bmcing. wind bracing, portal bmctng or stmilarbracingwhich isapartofthebuddingdesignandwhichmostbeconsideredbythebuildingdesigner. Bmcing shown isforLateralsupportofthusmembersonlytoreducebucklinglength. Provisions must be trade toanchorLateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracingoftheoverallstructuremayberequired. (See IIIB-91 of TPI). rrmss PlateIrtslilute. TPl- is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA771: C:ITEE-LOKINOAIED/R TI: O 9TY:1:1 JointLocations===========_== 1)= =0- 0- 0 7) 19- 8-13 13) 6- 9-*7 2) 3-10-11 8) 25-11- 0 14) 5-11- 8 3) 5-10-11 9) 25-11- 0 15) 3-11- 8 4) 6-10- 5 10) 19- 9-12 16) 0- 0- 0 5) 9-11- 8 11) IS- 9-12 6) 15-11- 7 12) 9- 9-12 MAX. REACTIONS PER BEARING LOCATION----- X-LocVertHorizUplifty-Loc Type 0- 1-12 407 -66 -367 BOT PIN 6-11- 0 1197 0 -663 BOT H-ROLL 25- 7- 0 998 0 -755 BOT H-ROLL Eng. Job: Dwg: Dsgiv: TLY Ctik: TC Live 30.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL. 47. 0 nsf 8-6- 2 0-6- 6 L JAV 998# 8. 001,1-9 Ike - IRL- 1-7) scale = 0. 2378 Truss ID: O Date: 4- 21-03 DurFac - Lbr.- 1.33 DurFac - pit: 1.33 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS. 08, 20.02 JB: ARLINGTON K 3814 AC: 10# UPLIFT D.L. WO: ARLK WE: DESIGN INFORMATION This design Is for an individual bullding component and has been based on Information provided by the client The destgner 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- cinc project and accepts no responsibility or exeroises 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/7V1 1.1995 and NDS-97 to be Incorporated as part of the building design by n Building Designer (registered architect or professional englneer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the total building codes, local ellmatle records for wind orsnow loads• prgect specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy Inds. The design assumes compression chords ((op or bottom) are continu- ously braced by sheathing unless otherwise specified. When bottom chords N tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxsmum spacing of la-Cr 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 fabrleWon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plus and to realize a contmuing responsibility for such veri- IMrUon. Any discrepancies we to be put In writing before cuttingorfabrication. Plats shall not be installed over knothole,. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shag be located on both faces of the truss with nails fully imbedded and shall be sym. about lhejomt unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6X8 plate is G wide x 8- long. Slots !hales) run parallel totheplatelengthspecified. 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 lotees shown and may need to be Incrrased for certain hand- tmg and/or erecUon stresses. This truss is not to be fabricated with fire retardant treated lumberunless otherwise shown. For additional Inlormatton on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing @ Bractrie. HIB-91. Trusses arc to be handled with particularcare duringbanding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmctngforholdingtrussesInastraightandplumbpos- It on and for rssting lateral forces shall be designed and Installed by others. Careful hand- gng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of tnasses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration ofconstruction loads greater than the design Inds shall not be applied to muses at any time. No loads other than the weight of the erectors shag he 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 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I= 1.00, Efcp.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 Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T--0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.15 0-6-6 8-9-11 T 3-0-0 1 MULTIPLE LOADS -- This design is the caalposite 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 shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 290# Support 2 451# Support 3 508# TC... FORCE...CSI 1- 2 140 0.27 2- 3 390 0.27 3- 4 405 0.26 4- 5 672 0.26 5- 6 916 0.23 BC ... FORCE ... CSI 12-11 81 0.21 11-10 31 0.20 10- 9 668 0.20 9- 8 762 0.22 8- 7 763 0.28 60000 6.00 4X6 TI: 01 6QTY:3 Joint Locations=========-===== 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12. 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-123) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) IS- 9-12 8) 19- 9-12 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Lac Vert Horiz Uplift Y-Loc Type 0- 1-12 283 41 -290 BOT PIN 6-11- 0 841 0 -451 BOT H-ROLL25- 7- 0 689 0 -508 BOT H-ROLL io 9-0-12 6.00 R it TO 1-1-9 283# 3.50" 842# 8.0011 COSSHM0 AT S (12) 2X4 C/L: 6-11-0 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 1005VANNFSSA DROVIEDOX1.32766 Derign: Afarrix Analpsit 25-11-0 1-1995 Over 3 Supports 11VHKNINU: 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 bmei g, wind bracing, portal bracing or similar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Prm•islons 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 ofTPI). rftuss Plate InsUtute, TPI. is located at 593 D'Onofrfo Drive. Madison. %%Ise m nn 537191. JOB PATH: CATEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY CU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 690# 8.00" 119 scale = 0.2378 Truss ID: 01 Date: 4-21-03 DurFac - Lbr: 1.33 DurFac - Pit: 1.33 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: HCS: 03.20.02 yes: AKLINCi1VN K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION 71tls design is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the true designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cdlc project and accepts no responsibility or exercises no control with regard to fabrics. Lion. handling, shipment and tnalallation of trusses. 'nth truss has been designed as an tndtvldual building component in accordance with ANSIIIW 1-1995 and NDS-97 to be incorporated as panofthe building designby a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building coda. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss Iran not been designed for stomp oroccupancy bads. The design assumes compression chords (tap or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords to tension are not fully braced laterally by a Property applied rigid ceWng, they should be braced at a maairnum spacing of 10'-0' O.C. Connector plates shall be manufactured from 20 gauge hot dipped gahanutd steel meeting ASI7d A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior 1n fabrication. the fabricator shall review this dmwing to verify that this drawing is in conforntance with the fabrlcatoes plans and to mallre a continuing responsibility for such veri- 8ption. Any discrepanciesare to be put inwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light luting wood to wood hearing. Con- nector plates shall be located on both faro of the tr)sss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5- wide x 4' long. A6x8 plate is 6* wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centrold of the webs unless otherwise shown. Connector plate sims are minimum sires based on the forces shown and may need to le increased for certain hand- lingand/or erectionstresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Foradditional Zt.r.atbn on Quillty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. NIB-91. Trusses are to be handled with parUcular art during banding and bundling, delivery and tnstallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itfon and for resisting lateral forces shall be designed and Installed by others. Careful hand- lingis essentialand erection bracing b allays required. Normal precautionary action for uussea requires such temporary bracingduring bnsiallalion letuTen trusses to avoid topplinganddominoing. The supervision oferection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed Concentration of construction loads greater than the design loads stall not be applied to trusses at any time. No lads otherthan the weight of the erectors shall be applied to trusses until afterall fasteningand bmcingiscompleted. 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 60000 0-6-6 1 T 3-0-0 1 M 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. 125u1ph, 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 ... CSI1- 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 4X6 I° 8-8-12 I -6.00 112 1 l 1CANT: 6-8-0 1195# 3.50" 0-11-8 CO i L,AT 7S (8) 2X4 25-11-U 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 VANNFSSA DR.DVTCD0.1"-327GS Design: Afarrit Andysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing Is not erection bracing, wind bmcing, portal bracing or sbnllar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownbforlateralsupportoftrussmembersonlytoreducebucklinglength. Provbtons must bemadetoanchorlateralbmeingatendsandspecifiedloallonsdeterminedbythebuildingdesigner. Additional bracing of the metal] structure may be required. (See 1110-91 of TPII. Truss Pule ImUtute, TPI, is located at SW D'Orrofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKl11OVFD/R TI:02 QTYA Joint Locations-a:e:=___====== 1)0- 0- 0 5) 19- 9-12 9) 15- 9-122) 6- 7- 0 6) 25-11- 0 10) 9- 9-123) 9-11- 8 7) 25-11- 0 11) 6- 7- 04) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type6- 9-12 1194 -44 -1007 BOT PIN 25- 7- 0 612 0 -437 BOT H-ROLL, Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL- 33.0 8-6-2 0-6-6 JAD M 612# 8.00111 19 1 scale = 0.2385 Truss ID: 02 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION 11:13 design Is for an Individual building component and has been based on information provided by the ellent- The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, speclficauons and/or designs furnished to the truss designer by the client and the correctness or accuracy ofthis Information as It may relate to a spe- cific project and accepts no responalbWty or ex 13cs no control with regard to fabrirn- uon. handling, shipment and installation of trusses. This truss has been designed as an IndwWual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineed. When reviewed for oppry al by the building designer. the design landings 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 orspecial applied loads. Unless Shown' truss has not been designed for storage or occupancy loads. The design assumes couhpmasbn 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 properlyapplied rWd celltng, they should be braced at a maxim= spacing of 10'-0' o.c. Connector plates shag be manufactured from 20 gauge hot dipped gal ant=d steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing msponslbWty for such veri- Acatlon. Any discrepancies art to be put In writing before cutting or fabrication. platen Shan not be bundled Over knotholes, knots or distorted grain. Members shall be cut fortight fittingwood 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 Otherwise Shown. A Sx4 plate Is 5' wide x 4' long. A 6x8 plate 13 6' widex 8' long. Slots (holes) run parallel to the plate length specNed. Double cuts on web members shall meet at the centrold ofthe webs unless otherwise shown. Connector plate sizes are minimum Sims based on the forces shown and may need tobe Increased for certain hand. ling and/orerectlon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise Shown. For nddiU.—I Information an Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling installing R Bracing'. 1118-91. Trusses are to be handled with particular cure during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall he designed and Installed by others. Careful hand. ling is essential and erection bracing is allays mquled. Normal precautionary action for trusses requires such temporary bracing during Installation between musses to avoid toppling and dominotng The supervision of erection of trusses shall be under the control of persons experienced N the las tallatl 'n of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the aught of the erectors shall be applied to trusses until after an 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 edgeofwebwith12dnailsat8" 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 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at an o.c. or a SCAB of the same dimension and grade as webnailedtoface(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 ONE edge or ONE face denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125u1ph, H. 15.0 ft, I= 1.00, Exp-Cat. B, Rzt= 1.0BldType= 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 4X6 22 21 Z0 19 18 170# 8.001, 1-1-9 RI-1 l'I 194-0 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 Dk.OV1EDOXI-32766 Design: Afa7rris Analysis 1 1 AKNINU 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 bmetngwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownisforLiteralsupportoftrussmembersonlytoreducebucklinglength. provisions roust bemadetonnchorlateralbractngatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the m-era0 structure may be required. (See HID-91 of TPI). Truss Plate Institute. M. is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719)• JOB PATH: C:ITEE-LOKIHOMEDlR TI: P QTY:1 S=Joint Locations======__======= 1) 0- 0- 0 9) IS- 8- 0 17) 9- 8- .02) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 03) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 04) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 05) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 06) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 07) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 0 0 0 BOT PIN19- 0- 0 0 0 -2 BOT H-ROIL 0 Studs ® 2-0-0 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 5-4-6 0-6-6 J_ I 0# 8.001, 19I6 1 R1-1-7) scale = 0.3103 ARLK Truss ID: P 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- 2 608- ( I1CS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/ordesigns furnished to the truss designer by the client and thecorrectness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibilityor exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer lregtstered architect or professional croneerl• When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (topor bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Ifr-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 wnh the fabricator`s plans and to realize n continuing responsibility for such veri- Oetion. Anydiscrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knos ordistorted grain. Members shall be cut far tightfilling woof towood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about thejoint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A Gx8 plate s 8' widex 8' long. Slos (holes) run parallelto the plate length specified. Double cuts on web members shall meet at the centrold ofthe webs unless otherwise shown. Connector plate 3t= are minimum slzm 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/TM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "HandlingInstalling.4 Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- mon and for resisting lateral farces shall be designed and installed byothers. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for tnnsses requires such temporary bracing during Installation between trusses to avoid topplinganddominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of busses. Professional advice shall be sought If needed. Concentration ofconstruction badsgreaterthanthedesignloadsshallnotbeappliedto tresses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracingIscompleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 679# Support 2 720# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 5-7-15 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, CSC, V- 125niph, H= 15.0 ft, i= 1.00, Exp.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 TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -925 0.35 8- 7 784 0.382- 3 -725 0.24 7- 6 784 0.383= 4 -725 0.25 4- 5 959 0.38 4X6 690# 8.00" r 1-11-1-9 194-0 EXCEPT AS SHORN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis VVIkKIVII U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracingwhichsaPauofthebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbmttrrgatendsandspecifiedlocationsdeterminedbythebuildingdeslgner. Additional bracing oftine overallstructure maybe required. (See IIIB-91 of TPI). fl-russ Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TI: P1 QTY:2 Joint Locations=============== 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-Loa 0- 4- 0 689 74 -679 BOT PBIN 19- 0- 0 689 0 -720 BDT H-ROLL 5- 4-6 690# 81.001,119 I1 IIscale = 0.3103 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 psr TOTAL 33.0 Dsf Truss ID: P1 Date: 4-21-03 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: CATEE-LOR1110MEDIR TICS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based an informationprovidedbytheclient. The designer disclaims any r-ponsfbWty for damage as a salt of faulty or Incorrect Information, specificnUons and/ordeigns famished to the truss designer by the client and the correctness or accuracy of this infomuUon as it may relate to a spe- cifie project and accepts no n=ponsBrWty or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been deigned as an tndMdual buOding component in accordance with ANSI/TPI t-1995 and NDS-97 to be incorpomted as part of the building deign by a Building Designer (registered architect or professional engineer{. When reviewed for approval by the building designer, the design loadings shown must be checked tobe surethatthe data sham are in agreement with the local building codes. local climatic records forwind or snow bads, Project speetficatlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes compr sslon 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 appliedrigidceilingtheyshouldbebracedata maximum spacingof 10'-0' o.e Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel m"Ung 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 conformancewith the fabricator's plans and to realize a conttnuing responslbtllty for such veri- fleaUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shau be cut for tight fitting wood to wood bearing. Con- nector plates shall be located an both faces of the Russ with nails rally imbedded and snail be Via- about the Joint unless otherwise shown. A Sx4 plate isS' wide x 4- long. A 6x8 plate is 6' wide x8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrofd of the webs unless otherwise shown. Connector plate sizes are minbnurn size based on the forces shown and may need to be Increased for certain hand. Wgand/orc—Uon stresses. This anus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be foDowed in accordance with 9landilngInstallingABracing, HID-91. Trusses areto be handled with Particular care during bandingandbundling, debvery and installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastralghtandplumbpoa- Ition and for resisting lateral forces shall be designed and utstafled by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installa0on between trusses to avoid toppUnganddomtnoing. The supervision of erectionof trusses shall be under the control of persons experienced in the instafhtion of trusses. Professional advice shall be sought If needed. Concentration ofconstruction loads greaterthanthedesignbadsshallnotbeappliedto trusses at any lane. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracingiscompleted. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125nph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W- 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: 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 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 End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 379# Support 2 352# TC . . . FORCE . . . CSI .BC...FORCE ...CSI 1- 2 -549 0.17 7- 6 459 0.242- 3 -356 0.16 6- 5 0 0.163- 4 -278 0.14 0 0-6-6 1 487# 8.00" I(R1-1-7) 13-0-0 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 1003 VANNFSSA OP OwiEDO.FL32768 Design: Afmrir A»dlpsis TI: Q ATY:I Joint Locations========__===== 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0--02) 4- 5- 1 5) 13- 0- 03) 8- 8- 0 6) 8- 8- 0 MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc0- 4- 0 487 188 -379 BOT PIN12-10-12 422 0 -352 BOT H-ROLL 4X6 3X4 3X8 2X4 TVAKM114ti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownisforLateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecdledlocationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be requited. (See HIB-91 ofTPI). UnIss Plate Institute, 7PI, is located at 583 D'Onofrio Drive, Ntidison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR 4-10-6 423# 2.50" 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 = 0.4070 r. ter. Truss ID: 9 Date: 4-21-03 DurFac - Lft 1.25 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 Individual building component and has been based on Information prwlded 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- cifk: project and accepts no responsibility or exembes no control with rcprd to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/'M 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archllect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. Project specfflmU ns or special applied loads. Unless shown, taw has not been designed for storage or occupancy loads. The design axsuram emnpmozion chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. where bottom chords in tension ace not fully braced laterally by n property applied rtgld telling, they should be braced at a maximum spacing of Ily-W o.e Connector pbtes shag be manufactured from 20gauge hot dJPPed wed steel meeting ASTM A 653. Grade 40. unless old -wise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing msponslbilly for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. platen shall not be Installed over knolhoies. knots or distorted gram. Members shall be cut for tight fittingwood 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 plateis 5' wide x 4' long. A 6x8 plate is 6 wide x 8' long, Slots (holes) run parallel to the plate length specified. Doublecuts 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 tobe Increased for certain hand. Ling and/or erection sUcssn. Tab truss is not in be fabricated with fire retardant treated lumber unlessotherwise shown. For additional Information on Quality Control referto ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and eredlon recommendations are to be followed in accordance with -Handling Instilling A Bracing HID-91. Tnwes are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing forholding trusses in a straight and plumb pos- Win 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 truism requires such temporary bracingduring Installatlon between (irises 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 ofconstruction loads greater Own 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 bracingiscompleted. JB: ARLINGTON 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, 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 ReqMAXLIVELOADDEFLECTION: L/577 at JOINT # 5 L=-0.25" D- 0.00" T--0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTI31/1To0.06" RMB - 1.00 4-5-10 0-6-1 4 EXCEPT 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". MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 263# TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -2252 0.68 6- 5 2129 0.52 2- 3 -2 06 0.90 5- 167 0.47 48# 1 70# 1 6 678# 9.56" 1-10-9 R1-10-7) 6# AS SIiO%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-7276G Design: Afmrir Analysis 14 3.33 1.68 l TI: R QTY:2 Joint Locations=====___====_== 1)0- 0- 0 3) 12- 6-10 5) 6- 3-,52) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF ToTCVertL+D -46 -1-10- 9 -46 13- 2-10• BC Vert L+D -10 0- 0- 0 -10 12- 6-10ConcentratedLBSLocation TC Vert L+D -31 1- 4- 4TCVertL+D -48 3- 9- 1 TC Vert L+D -70 6- 1-15 TC Vert L+D -98 8- 6-12 TC Vert L+D -127 10-11-10 BC Vert L+D -6 1- 4- 4 BC Vert L+D -19 3- 9- 1 BC Vert L+D -44 6- 1-15 BC Vert L+D -60 8- 6-12BCVertL+D -76 10-11-10 MAX. REACT3IONS PER BEARING LOCATION----- 9 Loc Ver Jz Uplift Y-Loc Type0-10 iQi 71 0 -591 TOP H-ROLL0- 4-13 678 263 -609 BpT PIN 0-1-0 T 1-7-7 1 2-6-10 719# 2.50" 1 644 1 L 080 scale = 0.4437 1I11HK[V NU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing, wind bracing, portal bracing or stmilnr bracingwhichisapartofthebuildingdesignandwhlchmustbeconsideredbythebandingdesiomr. BmcbngshunisforLateralsupportoftrussmembersonlytoreducebuckbnglength. Pmvfsions must be made to anchor Lateral bracing at ends and specified locations detertNned by the building designer. Additional bracing of the overall structure may be required. IS" HIB-91 ofTI91. rrmss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C.ITEE-LOA'IHOMEDIR Eng. Job: Dwg: Dsgur: TLY Cltk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 us Truss ID: R Date: 4-21-03 DurFac - Lbr: 1.25 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 client The designer dbclatms any responsibility for damages as a result of faulty or Incorrect Information. specNctuons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrfcr- uon. handling• shipment and installation of incases. This truss has been designed as an Individual building component in accordance with ANSI/TP1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. lac. I climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, thus has not been designed for storage or occupancy bads. The designassumes compression chords (top orbottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maxbnum spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting AS -MI A653. 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 mlize a continuing responsibility forsuch Vert- Bcaliom Any discrepancies am to be put In writing before cutting or fabrication. Pbt- shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tightfining wood towood bearing. Con. nector plat" shall be located on both faces of the truss with trails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4' long. A 6x8 plate is a(G wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate slur are minimum sties based on the forces shown and may need to be increased for certain hand- lingand/orerection stresses. This Was is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonw Information on Quality Control refer to ANSlnPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed in accordance with 'Handling Installing lit Bractng', HIB•91. Trusses am to be handled with particular care during banding and bundling. delivery and btstadatan to avoid damage. Temporary and permanent bracing for holdinga...-ses In a straight and plumb pos. Kern and for resisting lateral fort" shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracingduring histadaton between trusses to avoid toppling and domino(ng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of truss". Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads stag not be applied to louses at any Ume. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft We: 12.6 ft Truss in END zone, TCDL- 4.2 psf, BCDLe 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 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". MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 262# TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 1624 0.75 6- 5 -1780 0.31 2- 3 1694 0.83 4 -203 0.30 35# 87# 3.33 1.68 I 11- 6 5367N9.56" 1-10-9 RI-10-7)— R12-6-10 EXCEPT AS SIIOIVN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-19 554N LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1003 VANNFSSA MOVIE1>011-37766 Deign: Morrie Analy3i3 WAKrilf* is READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or simliarbracing whichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additionalbracingoftheoverallstructuremayberequired. [See I(IB-ill of TPI), frruss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: CATEE•LOKIHOMEDlR TI: R 1 QTY:2 Joint Locations=====_========= 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TCVertL+D -46 -1-10- 9 -46 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 13- 2-10 BCVertL+D -10 0- 0- 0 -10 12- 6-10 ConcentratedLBSLocationTC 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 REACTIONS PER BEAR I,NGLOCATION----- ert l i3 V546 Ho260 Z6 fTOP H- ROLL tTOT pINY-Loc Pe 0-6- 6 T 1- 7- 12 I 2- 6- 5 547# 2. 50" 0 64N qp ( RO-8-5) scale = 0. 4437 Eng. Job: Dwg: Dsgnr: TLY Clik: ARLK Truss ID: R1 Date: 4- 21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 13C Live o.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33. 0 psf V709.05.02- 21614-H NCS: 08. 20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. WO: ARLK WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the chenL The designer disclaims any responsibWty for damages - a result of faulty or Incorrect Information, specifications and/ordesigns furnbhed to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spo- cinc project and accepts no respomfblhty or exercises no control with regard to fabrca- tion, handling. shipment and Installation of trusses. This truss has been designed as an indlvldual building component In accordance with ANSIrM 1.19%and NDS-97 to be incorporated as part ofthe building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, pjcct specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (tap or bottom) are mnUnu- ously braced by sheathing unity otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rt4d «fling, they should be braced at a maximum spacing of 10'4r o.e. Connector plain 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 b in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fleatlon. Any disempanees are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothole, knots ordistorted grain. Member shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalb fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6z8 plate is 6* wide x 8- long. Slots (holes) run parallel to the plate length specilled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sutra based on the forces shown and may need to be increased for certain hand. . Lingand/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal lnfomuUun on QualityControl refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing R Bmcing*. HIB-91. Trusses are to be handled wish particular care during bandingandbundling, delivery and installation to avoid damage. Temporaryand permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral form shall be designed and installed by others. Careful hand - Ling is essential and erection bmctng is always required. Normal precautionary action for tnusso requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of muses shall be under the control of persons experienced in the installation of trusses. professional advice shall be sought U needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trtusn until after all fasteningand bracingiscompleted. 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 0-66-6 1 I Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# TC...FORCE...CSI ..BC ... FORCE ... CSI1- 2 -62 0.70 4- 3 -457 0.33 TI: S QTY:2 a==Joint Locations=======---== 1)0- 0- ===3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, CSC, V= 125mph, Ha, 15.0 ft, I= 1.00, &Kp.Cat. B, Xzt= 1.0BldType. Encl L= 58.0 ft W- 6.0 ft Truss in Wr zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 6.00 Attach with (4) 10d Toe -Nails 2-2-8 14-2 Attach with (1) 10d Toe-Naig 3.00 I 0-8 CRI 1 54-8 11 4 3248a8.00" 127a 2.50" 1-1-9-1-9 6-0-8 76a .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TPr 1-1995 Over 3 Supports 114 scale = 0.5459 WARNING: READ ALL NOTES ON THIS SHEET. Erg. Job: 0: ARLKLMarondaSystemsACOPYOFTHISDRAWINGTOBEGIVENTOERECTINGDwg: Truss ID: S CONTRACTOR. Dsgur: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psr DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing• wind bracing• portal bracing orsimilar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbthebuildingdesigner. Bra TIC Dead 7.0 psf Durfae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 y cingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Pru islons must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPn. Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 data Plate Institute. TPI• is located at 583 Dort.hto ordve. Madison• Wisconsin 53719). zCode Desc: loos VANNF_ssA Dm.Dtieoafta276o TOTAL 33.0 psf V'09.05.02- 2 6 -1( Design: Afarris Anafpsis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 03.20.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer dlscahn- any responsibilitymas responsibilityfordaagesa result of faulty or incorrect tnforoallon, speelfteatbns and/ or designs fum$hed to the truss designer by the client and the correctness or accuracy of this mfomnatlon as it may relate to a spe- eine project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of truss!. This truss has been designed as an Individual building component in accordance with ANSIrMl 1-1995 and NDS-97 to be Incorpomtcd as part of the building design by a Building Designer ( registered atehlted or ptofesslunal engneeri. 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 ch nauc records for wind or snow loads, project Specifications or special applied Inds. 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 bracedlaterally by aproperty applied rigid ceding, they should be braced at amaximum spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A57M A 653. Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrfenion, the fabtimtor shall review this drawing to verify that this drawing is in conformance with the fabrioatoe3 plans and to realize a continuing responsibility for suchveri. fication. Any discrepancles are to be put in writing before cutting or fabrication. Plates shall not be installed overknotholes. knots or distorted gram. Member shall be cut for tight ntttng wood to wood beating, 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 is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- king. Slots (holes) run parallel to the plate length specified. Doublecuts on web members shall meet at the centrold of the webs unity otherwise shown. Connector plate stirs We minimum sties based on the form shown and may need to be increased for certain hnnd- Iing and/ orerection stresses. This truss is not to be fabrl-led with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control referto ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ali bmcing and erection recommendations are to be followed in accordance with I landlmg Installingd Bracing'. HIB-91. Trusses are to be handled with (articular ere during banding and bundling, delivery and Irtstallatlon to avoid damage. Temporary and permanent bracing for holdingtrussesinastraightandplumbpos- Ition andforresistinglateralformshallbedesignedand Installed by others. Carefulhand. ling IS essential and erection bmcing is always required. Nomal precautionary action for trusso requires such temporary bracing during Installationbetween 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 it needed. Concentration of construcuon 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 bmcing b completed. Jb: AKLIN(: iIUN K 3&4 AC: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. MAX LIVE LOAD DEFLECTION: L/999 L= 0. 00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 00" RMB = 1. 15 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8n o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15. 0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 40.0 ft W- 6.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 0 0.47 4- 3 0 0.18 TI: S 1 QTY:2 a=Joint Locatio=====_ ns========= 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 Type 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# Ilk 6- 8-0 I 2 2X4 2X4 3- 0- 0 14 220# 8. 0011 220N 3 8. 00" GABLE STUD PLATES (12) 2X4 6-8- 0 EXCEPT AS SHOWN •PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 2-0-0 D.c. scale = 0.7000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: RL LMaronda SystemsACOPYOFTHISDRAWINGTOBEGIVENTOERECTINGDivg: Truss ID: S1 CONTRACTOR. Dsgnr: TLY Clik: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, I- L. 32771 Bmcing shown on this drawing is not erection bmcing, wind bmcing, portal bmcing or similar bmcingwhich isapartofthebuildingdesignandwhichmustbeconsideredhgthebuildingdesigner. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321- 0064 FaX (407) 321-3913 Shown is for lateral support of truss members only to reduce buckling length. Pvtslons must be m BCLive 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bmcing at ends and specified locations determined by the buildbig designer. Additional bmeingoftheoverallstructuremayberequired. (See HIB-91 of TPI). BCDead 10.0 psf Des n Criteria: TPIlg LICENSE #0050068ffntssPlateInstitute. TPI, Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Code Dese. loss VANNFS3ADROVIE(X1.FLJ7768 TOTAL 33.0 psf I V:0 .05 02- 216 6- It Design: MatrixAnalysirJOBPA771: C.'17EE-LOKI110MED7R HCS: 0&20.02 JB: ARLINGTON K U4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the chent- The designer disclaim any responslbWty, for damages as a result of faultyor Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness oraccuracy of this Information as It may relate to a spe- cific projectand accepts no responsibiltyor exercises no control with regard to fabrlm- Bon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design load" shown must be checked to be sure that the data shown are in agreement with the local building codes, local cibnatk records for wind or snow loads. project specifications orspecial applied loads. Uniess shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are eontlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are li not fully braced laterally by a property applied rigid ceiling, they should be braced at a maxanum spacing of I(Y-V o.c Connector plates shall be manufactured from 20 gauge hot dipped gal anlzed steel meeting ASTBI A 653. Grade 40. unless of crorlse sham. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conform"nee with the fabricator's plans and to mall t a continuing responsibility for such verl. acation. Any dbercpancln are to be put in writing before cuttingor fabrimisom Prates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut fortight fittingwood towood beating. Can. rector plates shall be located on both fain of the truss with tans fully imbedded and shall be syM about the joint unless otherwise shown. A 5x4 plate is 5- widex 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length speei(led. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes arc mintrnum sizes wbasedontheforcesshon and may need to be Increased for certain hand. ting and/or erection stresses. This truss is not tobe fabricatedwith fire retardanttreated lumber unless otherwise shown. For additional bdorttallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recanunendatlons are to be followed In accordance with -Handling Installing nA Bracing', HIB-91. Trusses are to be handled wlth particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand. Ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between tnases to avoid toppling and dominotng. The supervision of erection of masses shall be under the control of persons experienced In the installation oftresses. Professional advice stall be sought U needed. Concentration of construction Inds greater than the design toads shall not be applied to uusscs at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracingiscompleted. 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 0-6-6 EXCEPT AS SHOWN PLATES Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #G050068 1005 VANNE-SM Dn.DV1EDO.R32760 Design: Afafris Analysis 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 136 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.45 4- 3 -269 0.22 TI: T QTY:2 Joint Locations========___==== 1)0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 4- 7- 4 98 136 -249 TOP PIN0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLLWndLodperASCE7-98, C&C, V- 125sltph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L_ 58.0 ft W- 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req 4-8-8 11 1 2 Q 3.00 I 0-8-0 1 4-0-8 4 205# 8.0011 98# 2.50" 1-1-9 0 4-8-8 60# 21,5011 ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports WAKNINIU: 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 stmllar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebuckling -length. Pmyislors must be node to anchor lateral bracing at ends and specified locations detenrdned by We building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPII. n'russ Plate ImUtute. TPI. is located at 583 D Chiofrlo Drive, Madison. Wtsconsin 53719). JOB PA771: C.I7EE-LOK1110NEDIR Attach with (4) 10d Toe -Nails Attach with (1) told Toe -Nails scale = 0.6603 Eng. Job: DWg: Dsgur: TLY Chk: W Truss ID: T 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 V:09.05.02- 21617-1( HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information• specifications and/or designs furnished to the truss designer by theclient and the correctness or accuracy of this information as it may relate to a spe- cm pro)ect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building dwtgn by a Building Designer (registered architect or professional engtreed. When reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are In agreementwith the local building codes• local climatic records for wind or snow loads• project specifications or special applied loads. Unless shown• truss has not been designed for storage oroccupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwisespecified. Where bottom chords In tension are of fully braced laterally by a properly applied rigid milling. they should be braced at a maximum spacing of la-04 o.e. Connector Plates shall be manufactured from 20 gauge hot dipped galvanlred steel meetingASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior tofabrication, 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 Inwritingbeforecuttingorfabrication. Plates shall not be installed over knooles, knots or distorted grain. Member shall be cut fortight filling wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nail, fully Imbedded and shall be s)m. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A6x8 plate is b' wide x s- long. Slots (halm) runt parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold 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 lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrMl 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with'HandBng Installing & Bracing', H1B-91. Trusses are to be handled with particular care during bandingandbundling• delivery and installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pm. Won and for resisting lateral fortis shall be designed and Wtalled byothers. Careful hand- Ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid topplinganddominoing. The supervision of erection or troves shall be under the control of persons experienced in the Installation oftrusses. Professional advice shall be sought if needed. Concentration of construction loads greater than thedesign Inds shall not be applied to trusses at any time. No loads other than the wdghl ofthe erector shall be applied to trusses until afterall 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 shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-6-3 0-6-6 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 fullbearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction TC...FORCE... CSI ..BC ... FORCE ... CSI1- 2 35 0.24 4- 3 -112 0.12 TI: U QTY:2 Joint Locations======_====_ 1) 0 0- 0 3) 3- 4- 8 - 2) 3- 4- 8 4) 0- 0- 0 MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type3- 3-12 69 99 -181 TOP PIN0- 4- 0 161 143 -293 BOT PIN3- 3-12 43 0 -41 BOT H-ROLLWndLodperASCE7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat- B, Kzt- 1.0BldType= Encl L= 58.0 ft W- 3.4 ft Truss in INr zone, TCDL= 4.2 psf, BCDL- 6.0 psfImpactResistantCoveringand/or Glazing Req 3-4-8 1 2 6.00 3.00 I 0-8-0 c. 2-8-8 4 161# 8.00" 70# 1.50" 1-1-9 ( R1-1-7) 3-4-8 44# .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports - 3-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA D0.0VIEDOXI-32766 Derign: Afarrfx Analysis IIYHKI IMU: 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 orsimilar bracingwhichisaparofthebuildingdesignandwhichmustbeconsideredWthebuildingdesigner. Bracingshwasisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provistons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe oerag structure may be required. (See HIB-91 ofTPI). rrnus Plate Institute, TPI, is located at 583 D'Onoftio DtWe, Madison, Wisconshi 53719). JOB PA77f: C.-17EE-LOKIBOMEDIR Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Eng. Job: Dwg: Dsgiv: TLY Chk: AR Truss ID: U 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.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: V:09TOTAL33.0 psf 05.02- 216 -1( NCS: 03.20.02 DESIGN INFORMATION This design is foran individual building component and has been based on Information provided by the ellenl The designer disclaim any responsibility for damages as a result of faulty or Ineortect Information. 3pee111C2ti0ns and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Worn ttlon as It may relate to a spe- clfic project and accepts no responsibility or exercises no control with regard to fabrica- Hon, handling. shipment and Installation of trusses. This truss has been designed as an tndMdual building component In accordance wit] ANSI/TPI I-IM and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engbreerl. 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 lord building codes. local dramatic records for wind or snow loads. project spectllotlons or special applied loads. unless shown, thus has not been designed for storage or occupancy Inds. The design assumes compression chords (top orbottom) are continu. ously brawl by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied r1gld ceiling. they should be brawl at a maxbaum spacing of W-V o.e Connector plates shag be manufactured from 20gauge but dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verifythat this drawing b In conformance with the fabrientoes plans and to rnLre a continuing responsibility for such veri- fication. Any discrepancies areto be put In writingbefore cutting or fabrication. Plates shall no 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 -sib fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 piste is 6' wide x 8' long. Slots (holes) run parallel to the plate length specl8ed. Double cuts on web members shall meet at the ccntrold ofthe webs unless otherwise shown. Connector plate slue are minbaluo size bayed on the forces shown and mayneed 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 addltronal Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In ft=rdvnm with-Handitng Instating a Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pertinent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. Wig Is essential and erection bracing is always required. Normal precautionary action for trusses regaWo such temporary bracing during Installation between trttsses to avoid toppling and daminoing. The supervision of erection of trusses shag be under the control ofpersons experienced In the iutallatlon of trusses. Professional advice stall be sought V needed. Concentration of construction loads greater than the design loads shall not be applied to Irussm at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracingIscompleted. 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. 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 70TAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 1-8-12 T 0-66-6 1 WO: ARLK WE: Analysis based on Siugslified 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 shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 2.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Iutpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI1- 2 19 0.05 4- 3 -7 0.03 TI: V 9TY:2 Joint Locations=============__ 1) Oa 5s 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type1-11-12 48 59 -125 TOP PIN0- 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 I 2 0 1-2-8 0-4-2 Face = 0-2-8 3.00 I 0-8-0 1-4-8 4 3114# 8.00" 48# 1.50" 1-0-0 - 1- 119# 1501, R0- 10-10) 2-U-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/ L: 1-11-12 LM arondaSystems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 IOD5 VANNESSA DR.OVIEDO.FL52766 Design: Ma2rrix Analysis WAMING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmdng shown on this dmwtng is not erectlon bracing, wind bracing, portal bracing or similar bracing whichIsafartofthebuildingdesignandwhichmustbeconsideredbythebuildingdrslgner. Bmchmg shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be madetoanchorLateralbracingatendsandspecifiedLocationsdeterminedbythebuildingdesigner. Additionalbracingoftheoverallstructuremayberequired. (See I1IB-91 of TPI). rrrusa Piste Institute. TPI, Is located at SW D'Onofrto Drive. Madison, Wisconsin 53719). JOB PATH: C.ITEE-LOKIIIOAIWIR Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 DSf scale = 1.2149 Truss ID: V 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 Individual budding component and has been based on tnformallon provided by the client. The designer IL-1 ntnts any responsibility for damages as a result of faulty orIncorrect Infomution. s)reclficatiom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It my relate to a spe- cfllc project and accepts no responsibility or exercises no control with regard to fabrtca- Uon. handling, shipment and Installation of tenses. This truss has been designed - an individual buddingcomponent in accordance wilt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engneed. When reviewed for approval by the budding designer, the design loadings shown must bechecked to be sure that the data shown are In agreement with the local building codes• bad cWnatic records for wind orsnow loads• project specifications or special applied toads. Unless shown• truss has not been designed for storage oroccupancy loads. The designassumes compression chords Itop or bottom) are antlnu- 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 machnum spacing of I(y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlred steel meeting ASTM A 653. Grade 40. unless othervdse shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plats and to realize a continuing responsibility for such vent. fleatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates slug not be installed over knotholes, knots ordistorted grain. Members shad be cut for light fitting wood to wood tearing. Con. nector plates shad 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 Ox8 plate is 8- wide x 8- king. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sires are minfmum sizes based on the forty shown and may need to be increased for certain hand- lingand/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 tobe followed in accordance with"Handling InstallingR Bracing. HIB-91. Tresses are to be handled with particular are during banding and bundling, delivery and Instalation to avoid damage. Temporary and permanent bracing for holding trusses in astraight and plumb pots. Itlonand for resistinglateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is ahwys required. Normal precautionary action for trusses requires such temporary bracing during fnstallatlon between trusses to avoid toppling and dominoing. The supervtslon 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 ofconstruction loads greater than the design loads shall not be applied to trusses at any time. No lads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on natltiple 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 T1270-6-6 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. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Ebtp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 58.0 ft W= 0.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6 0.01 4- 3 0 0.01 TI: W 9TY:2 joint ====_______ Locations==__ 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 TOP PIN0- 4- 0 76 24 -143 BOT PIN 0- 7-12 8 0 -3 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# 0-9-0 L 1 2 Q 0-9-0 L 4 3 77# 8.00" 17# 2.50" 1-1-9 0-9-0 8# 2.5 ' 0-0-1 RI-1-7) -lieC/L: 0-7MR0-0-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 1111AKIVIIVV: 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 bmefng orsimilar bracingwhichisaparofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the budding designer. Additional bracing ofthe overall structure may be required. (See HID-91 ofTPd. Truss Plate Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 Truss ID: W Date: 4-21-03 TC Live 16.0 psf Durfae - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 Design: Matrix Analysis JOB PATH: C:17EE-LOKIIIO,tfEO1R HCS: 03.20.02 Jn: AKLINl:i1UN K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design Is for an Individual building component and has been based on Inforrnation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infomation, specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy ofthis lnfortnatlon as It may relate toa spo- cif c project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipmentand installation of trusses. This truss has been designed w an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for apprmal by the building designer, the design lmdtnp shown must be checked to be sure that the data shown arc In agreement with the local building codes. local clbnatic records for wind or snow loads. pro)eet specinc dons or speetal applied Inds. Unless shown, truss has not been designed for storage oroccupancy loads. The design assumes compression chords (top or bottom) arc cominu. ously braced by sheathing unless othcrwtse specified. Where bottom chords In tension are not fully braced laterally by a properly applied rtod ceiling, they should be braced at a maximum spacing of la4r o.c Connector plates shall be manufactured from 20 gauge hot dipped gahantzcd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review thisdrawing to verify that this drawing is in conformance with the fabricators plans and to mallze a continuing responslbWly for such veri- f1catlon. Any dtscrepaneles are to be put In writing beforecutting or fabrication. Plates shall not be Installed over knotholes, knots ordistorted 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 foml unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentmid of the webs unless otherwise shown. Connector plate sizesaremmtmumsizesbasedontheforcesshown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with Ilse retardant treated lumber unless otherwise shown. For additional informaUon on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordancewith liandling Installing & Bractog'. HIB-91. Trusses are to be handled with particular care during banding and bundlbw, delivery and installation to avoid damage. Temporary and p rnum.nt bracing for holdingtrusses in a straight and plumb pos- Mon and for resisting lateral form shall be designed and waged by others. Careful hand- lingis essential and erectionbracing is always required. Normal precautionary action for trusses esquires such temporary bracingduring installation between trusses to atrold 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. Concentrationof construction loads greater than the design loads shall not be applied to trusses at any Ume. No loads otherthan the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. 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. 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 0.222- 3 -964 0.52 5- 4 55 0.14 TI: X 9TY:12 Joint Locations=====_========= 1) 0- 0- 0 3) 10- e- 8 5) 5- 4- 42) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lox; Type10-10-12 357 0 -518 TOP H-ROLL0- 4- 0 432 243 -448 BOT PIN PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 243# 11-0-0 1 2 3 4.00 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BL.R: 2x4 SP #3 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= 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 ReqMAXLIVELOADDEFLECTION: L/999 L=-0.09" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 0-6-6 4 0-1-8 L T 1-8-1 I 2-6-5 2.00 I 0-8-0 038 1 10-0-8 6 433N 8.00" 5 4 L t_7_2 358# 2.50" 11,10 10-8-8 038 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPl 1-1995 RO-2-15) scale = 0.4694 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Dp.OVIEDO.FL32709 Deng.: Marnr Armlyrit WkkKnInt,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on this drawing is not erection bracing, wind bracing. portal bracing or shnllar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be trade to anchor lateral bracing at ends and spectfled locations determined by the building designer. Additional bracing of the werali structure may be required. (See HIB-91 of TP11. frmss Plate Institute. TPI. Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LORIHOMEOIR Eng. Job: DWg: Dsgtir: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 Truss ID: X Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.On Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION Ibis design is for an Individual building component and has been based on Inforrnation provided by the client. The designer disclaims any responsibility fordamages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness oraccuracy of this Information as It may relate to a spe- clfk project and accepts no responsibility, or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This tress has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed for approvalby the building designer, the design loadings shown must be checked to be sure that thedata shown are In agreement with the lord building codes. local climatic records for wind or snow loads, project specifications o special applied loads. Unless shown, truss has notbeen 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 terslon are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of IV-0- o.c. Connector Plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to veiny that this drawing is In conformance with the fabricator`s plus and to realize a continuing responsibility forsuch verf- fleation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be InatsBed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be lasted on both faces of the truss with —9. fully Imbedded card shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' widex 4' long. A 6x8 plate is 8' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meetat the centrod ofthe webs unless otherwise shown. Connector plate sizes arc minimum sties based on the form shown and may need to be increased for certainhand. t)ng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inforuauon 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 R Bracing", HI8-91. Trusses are to be handled with particular care during bandingandbundling, delivery and installation to avod damage. Temporary and permanent bracingforholdingtressesInastraightandplumbpos. Ilion and for resting 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 nstalation between trusts to avoid toppling and dom.1noing. The supervision oferection of I— shall be under the control of persons uperienced in the Installation of trusses. Professional advice stag be sought If needed. Concentration of construction loads greater than the design loads shot) not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until afterall fastening and bracingiscompleted. WO: ARM 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 fullbearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, fOzt_ 1.0 Bld Type= Encl L= 40.0 ft W= 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC:..FORCE... CSI ..BC ... FORCE ... CSI1- 2 1041 0.53 5- 4 -1173 0.402- 3 -89 0.37 10-3-0 its: AMLINtziIUN K J&4 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 232# 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 1 TI: XI QTY:2 Joint Locations==_==______=_=_ 1) 0 0= 0 3) 10- 0- 8 5) 0- 0- 02) 5- 1- 8 4) 10- 0- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type10- 1- 4 80 0 -243 TOP H-ROLL0- 4- 0 399 232 -422 BOT PIN10- 1- 4 246 0 -261 BOT H-ROLLPROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 422# Support 2 243# Support 3 261# 2-44 1-7-3 1 2.00 j 0-8-0 p I 9-7-0 5 400# 8.00" 4 Ice 1-7-2 1e 80# 2.50" l (R 1-7-0) 1 10-3-0 247#J50"EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Su C/L: -1-4 pports scale = 0.4971 1 AKIVINV: READ ALL NOTES ON THIS SHEET. Eng. Job: ARLMarondaSystemsACOPYOFTHISDRAWINGTOBEGIVENTOERECTINGDivg: Truss ID: X1 CONTRACTOR. Dsgnr: TLY Clik: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SA NFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing orsimilar bracingwhichIsapartofthebuildingdesignandwhichroustbeconsideredbythebuildingdesigner. Brat ing 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 oftruss members only to reduce buckling length. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedtrythebuildingdmlVcr. BC Live 0.0 psf O.C. Spacing: 24.0" LICENSE #0050068 Additional bracing ofthe overall structure may be required. (See HIB-91 of TPI). i'russ Piste ImUtute. TPI, s tocated 583 BC Dead 10.0 psf Design Criteria: TPI9 1005 VANNESSA DROVIEDOXI-32766 at D'Onofrio Drue. Madison. Wbcomtn 53719). CodDe ese: Design: Afmrir Atudysis JOB PATH: C:ITEE-LOA'II10MEDIR TOTAL 33.0 psf V:0 21623-1 ' HCS: 03. 20.02 4 DESIGN INFORMATION This design is for an individual buildingcomponentandhasbeenbasedoninformation Provided by the cllenL The designer dLulahns anyresponsibility fordamages as a result of faultyor Incorrect information. specifications and/or designs furnished to the thus designer by the client and the correctness oraccuracy of this Information as It may relate to a spe- c11k prgect and accepts no responsibility or exercises no control with regard to fabrtca- tlon. handling, shipment and installation of trusses. This taus has been designed as an Individual bulkling component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Bullding Designer (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner. the design lmdlnpshownmustbecheckedtobesurethatthedatashown are In agreement with the local building codes. toed clbnatic records for wind or snow loads. Project spectficattom or special applied loads. Unlessshown, truss has not been designed for storage or occupancy loads. The design assumes cornpresslon chords Bop or bottom) are cantmu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. theyshould be braced ata maxlmum spacing of 10'-0- o.e Connector Plates shall be manufactured from 20 gauge hotdippedgalvardzedsteelmeetingASIMA653. Grade 40. unless otherwise shown. I FABRICATION NOTES Prior to fabrication, the fabrlcntor shall review this drawing to verify that this dmwing is In conformance with the fabricators plans and to reallxe a continuing responsibility for such verl- flcation. Any discrepancies are to be put Inwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beating. Con. nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about thejoint 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 meetat the centrold ofthe webs unless otherwise shown. Connector plate sizes are minimum sires trued on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss b not tobe fabricated with lire retardant treated lumber unless otherwise shown. For addltimud Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with-lfand0ng Installing & Bracing. 1118.91. Trusses an to be handled with Particular cue during bandingandbundling, delivery and installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos. Itlon and for resisting lateral forces shan be designed and Installed byothers. Careful hand- ling is essential and erection bracing is alwaysrequired. Normal precautionary action for tlusses requires such temporary bracing during Installation between tllisses toavoid toppltnganddomimbW, The supervision of erection of trusses shall be under the control of persons upertenced In the installation of trusses. Professional advice shall be sought D needed. Concentration of consWction loads greaterthanthedesignbadsshallnotbeappliedto trusses at any time. No loads otherthan 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. MP 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 fullbearing. 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 3-1-8 0-6-6 Face = 0-2-8 0-8-0 308# 8.001, 1-6-0 1 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, He 15.0 ft, I- 1.00, Efcp.Cat. B, Xzt= 1.0BldType= Encl L- 40.0 ft W= 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC:..FORCE... CSI ..BC...FORCE ... CSI1- 2 -131 0.51 4- 3 -16 0.39 I (R1-5-3) -I 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 VANNESSA DP OVIEDOXL32766 Design: MdrAr Analysis 2.00 I TI: Y BTY:2 Joint Locations=======__==_ 1) 0- 9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc7- 1-12 172 0 -433 TOP H-ROLL0- 4- 0 308 249 -368 BOT PIN7- 1-12 67 0 -13 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 249# Connection by others. 172# 2.50" 7-3-0 67# 2 50" Over 3 Supports C11,: -1-12 scale = 0.6719 1111AKI14IIVV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thisdrawing is not erection bracing, wind bracing, portal bracingor similarbracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. IRrnblous must bemadetoanchorlateralbra" at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 108-91 of TPI). fl'russ Plate Institute. TPI, is located at 583 D'Onofrlo Drove. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOAIEOIB Eng. Job: Dwg: Dsgnr: TLY Cllk: TC Live 16.0 psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 asf Truss ID: Y Date: 4-21-03 DurFac - Lbr 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclahns any responsibility for damages as a result of faulty or Incorrect Information, speclfletilons and/or designs furnished to the truss designer by the client and the correctness oraccuracy of this information as it may relate to a spe- eNe project and accepts no responsmWty or merctses 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 withANSI/TPI 1-1995 and NDS-97 to be Incorporated SS part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings Shawn 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 appUed loads. Unless shown, taus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maxim= spacing of 10r-T o.e. Connector plates Shall be manufactured from 20 gauge hot dipped gtManlred 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 conforrmance with the fabricators puns and to reallrl 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 gain. Members shall be cut for tight (Hung wood to wood bearing. Con- nector plates shall be located on both faces of the truss with na n fully imbedded and shall be rym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is fi wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold ofthewebs unless otherwise shown. Connector plate sires are minbnum sizes based on the forces Shown and may need to be increased for certain hand- ling and/or erection stresses. 7lih truss Is not to be fabricated with fart retardant treated lumber unless otherwise shown. For additional Information on 9uality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bmctng and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing'. HID-91. Trusses we to be handled with puUcular care during banding and bundling, delivery and ir,stallaUon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Man and for resisting Lateral forces shall be designed and Installed by others. Careful hand. Ling is essential and erection bracing is always required. Normal precaullonwy action for trusses requires such temporary bracing during Installation between trusses to avoid toppWg and domtnoing. The supervision of erection of UuSses shall beunder the control of persons experienced in the Installation of trusses. Professional advice shall be sought a needed. Concentration of construction loads greaterthanthedesignloadsshallnotbeappliedto trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracingiscompleted. 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 shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-2-11 T 0-6-6 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 abletransfer82poundsofhorizontalreaction TC-..FORCE... CSI ..BC ... FORCE ... CSI1- 2 -31 0.32 4- 3 -173 0.16 TI: Z QTY:2 Joint Locations=====__________ 1) 0- __ 0 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type4- 1-12 87 82 -225 TOP PIN0- 4- 0 212 117 -396 BOT PIN4- 1-12 54 0 -42 BOT H-ROLLWndLodperASCE7-98, CSC, V- 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0BldType= Encl L= 40.0 ft We, 4.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req 4-3-0 1 2 4.00 0-8-0s-o 0 I 4 _T__ I 212# 8.00" L 1-7-2 I (R1-7-0) PLATES AREEXCEPTASSHOWNE TL20 GA TESTED PER ANSI/TPI 1-1995 fMaronda Systems 4005 MARONDA WAY SANrORD. FL. 32771 407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Detign: Afmrir AtrdyAr 1-4-4 0-7-3 J_ 87# 2.50" 4-3-0 54# 2 0" Over 3 Supports C/L: 4-1-12 scale = 0.9442 WAMINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcmg shown on this drawing 0 not erection bracing, wind bracing, portal bracing or stmllar bracingwhichvapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshowanisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of theoverall structure may be required. (See HIB-91 ofTPI). frmss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgfrr: 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 psf Truss ID: Z Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PAIN: C.ITEE-LOKIIIOMEDIR 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 diselabns any responsibility for damages as a result of faultyor Inconeet INornatlon, specifications and/or designs furnished to the truss designer by the Ghent and the correctness or accuracy of this Information as it may relate to a spe- cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This tans has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds. pmject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancyloads. The design assumes compression chords Itop or bottom) are mnunu- ously braced by sheathtng unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properlyappliedrfgldceiling. they should be braced at a maximum spacing of Ily-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 this drawingto verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility, for such veri- Dcatlon. Any discrepancies arc tobe put In writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shah be sym. shout theJoint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A US plate is 6- wide x 8- long. Slots lholes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold ofthe webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and tray 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 guality, Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'HandlingInstalling & Bracing', HIB-91. Trusses ate to be handled with particular cue during bandingandbundling, delivery and installation to avoid damage Temporary and permanent bracingforholdingtrussesInastraightandplumbpos- Won and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is ass nual and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trtlSSei to avold toppling and dmntnohtg. The supervision of erection of trusses; shall be under the control of personsexperiencedIntheInstallationoftrusses. Professional advice shah be sought If needed. Concenuntlon of construction loads greaterthanthedesignloadsshahnotbeappliedto trusses at any time. No loads other than the weight of the erectors shall be applied to trusses untilafter all fastening andbracing iscompleted. Jb: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. 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: Support1226# 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: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLodperASCE7-98, C&C, V- 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 40.0 ft W= 1.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf ImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC...FORCE...CSI 1- 2 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 TI: Z 1 QTY:2 Joint Locations==== 1)00 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 4- 0 137 63 -226 BOT PIN 1- 7- 0 47 0 -125 BOT H-ROLL 2. 00 I 0- 8-0 isnEi 1- 04 Plate Height 14 _ , = 0-2-1 138# 8.00rr 1-7-2 48# 2.50" io ( RI-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE # 0050068 I005 VANNESSA DROVIEDO.FL32766 Design: Afafrix Aitalpsis 1- 84 VUAKIVINW 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 bmcbrg, portal bracing or similar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Dmcing shornisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be tradetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). n'russ Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PA771: C:17EE-LOKIHOMEDIR Eng. Job: Dtvg: 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 scale = 1.5329 Truss ID: Z1 Date: 4-21-03 DurFac - Pit: 1.25 O. C. Spacing: 24.01, Design Criteria: TPI Code Desc: HCS. 03.20.02