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Home My WebLink About116 Pinefield Dr 03-2483 SFRPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER • Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTC MECHANICAL CONTRACT PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION � N a. . I 'M. PERMIT # 4 DATE • O3 PERMIT DESCRIPTION PERMIT VALUATION AZ `9 SQUARE FOOTAGE a aesb C7 tj CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 116 PINEFIELD DR for which permit 03-00002483 has heretofore been issued on 8/04/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as !�J ��r��,t-a..�.11�, vdce . complies with all the building, plumbing, elect cal, zo ing and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled 1216 ZONING: Inspected UTILITIES: FIRE: Inspected Water _ I r - Sewer Lines In �• Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs �2 2 5,'r�`^O�Sfe, Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE APPROVAL DATE AMOUNT 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify.that the building located at 116 PINEFIELD DR for which permit 03-00002483 has heretofore been issued on 8/04/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 8/04/03 91.93 01-RADON GAS TAX FEE 8/04/03 11.44 01-ROAD IMPACT'FEES 8/04/03 847.00 01-RECOVERY FD/CERT. PGM. 8/04/03 11.44 01-SCHOOL IMPACT FEE 8/04/03 1384.00 WD IMPACT:SINGLE FAMILY 8/04/03 650.00 SD IMPACT:SINGLE FAMILY 8/04/03 1700.00 DC M L6(&,��., 3 OWNER BUILDING OFFICIAL ATE ti Q CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTIo **** SINGLE FAMILY RESIDENCE**** CL DATE: PERMIT #: O3 a� c 3 c o , u- 01 EX Cm � , ADDRESS: \\\-o \ CONTRACTOR: MQQQ n C c� PHONE #: 1- Ly-) J -Q\\ n 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. Engineering Public O Fire A ❑Zoning ,-,,\ 1 A OLicensing ,n 1 P' CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: k a-\ -03 . ,. PERMIT #: o'_�) -�y�3 ADDRESS: \\\o �k CONTRACTOR: PHONE #: y(j1- 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 _.Public Works Utilities 17 Sw cscSrT 1 �z/o3 ❑ Fire OZoning ,---\ A OLicensing r\ (� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) C� D 3 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: . t. PERMIT #: C) ADDRESS: \\ \'o CONTRACTOR: PHONE #: yd1 - sir) tS 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 ❑Fire r\ IPA �)DIz -/L)7-b lic Works, r 6n ❑Zoning ,� 1 A Utilities OLicensing _ ,n 1 Q CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I T N E R S U R V. E Y I N G 18 November 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:116 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823-SANFORD, FLORIDA 32772-0823 -(407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NAfTIONALIrL00Q INSURANCE PROGRAM O.M.B. NO. 77 December . Expires December 31, 200! ELEVATION CERTIFICATE Irrpoftft Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION Far Insurance Ur pary.Va BUILDING OWNER'S NAME Policy Number MARONDA HOMES BUILDING STREET ADDRESS Mcluling Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL Number 116 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Desorption, etc.) LOT 8, CELERY LAKES PHASE 1, PLAT BOOK 62, PAGES 75 and 76 BUILDING USE (e.g., Residential, Non4esidential, Addition, Accessory, etc. Use a Commends area, if necessary.) RESIDENTIAL LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( #r-##-##.#rI?' or ##. ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COMWN!TY NANE 8 C011Mtl1NITY NUMBER I B2 COU NTY E NAIVE ! I 133. STATE FLORIDA CITY OF SANFORD 64. MAP AND PANEL B7. FIRM PANEL 139. BASE FLOOD ELEVATION(S) NUMBER 135. SUFFIX 86. FIRM INDEX DATE E FEC TIVEFEVISED DATE B8. FLOOD ZONE(S) (Zane AO, use dgAh dtloo&d 1211700065 E APRIL 1995 APRIL 1995 X NA BID. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used forthe BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Ofher(Desaibe): B12 Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Ct. Building elevations are based on: ❑ Construction Drawings' ❑ Building UnderConstnrction' ® Punished Construction 'A new Elevation Certifice wB be required when construction of the building is complete C2 Building Diagram Number 1(Select the building diagram most similar to the building forwhich this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or Photograph.) C3. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1-V30, V (wtih BFE), AR ARIA, ARIAS, ARIAI-A30, ARIAH, ARIAO Complete Items C3.•a4 below according to the building diagram specified in Item C2 State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE Show field measurements and datum c nversion calaAation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 29 ConversbnlComments Elevation reference mark used Does the elevation reference mark used appearon the FIRM? ❑ Yes ® No ❑ a) Top of bottom floor (ndudmg basement orendosure) M. 77 ft(m) O b) Top of next higherfloor NA . _ft(m) 0 c) Bottom of lowest horimntal structural member (V zones o*) NA . --A(m) ❑ d) Attached garage (top of slab) 20. 27 ft(m) ❑ e) Lowest elevation of machinery and/or equipment w m servicing the building (Describe in a Comments area) 20.4 ft(m) 0 0 Lowest adjaoent (finished) grade (LAG) 20.0 ft(m) z' m 0 g) Highest adjacent (finish4 grade (HAG) 20. 1 ft(m) 0 h) No. of permanent openings (flood vents) within 1 ft above adjacent grade NA ❑ ) Total area of al permanent openings (flood vents) in C3.h NA sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHTTECTCERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME R. BLAIR KITNER UCENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE / / / 19NOV 03 407,M-2000 IMPORTANT: In these spaces, oM the coresponcling information from Section A rortrai noeCcrnpry use: BUILDING STREET ADDRESS (tau ft Apt, Unit S^ ardar Bldg No.) OR P.O. ROUTE AND BOX NO. r Policy Number 116 PINEREW ROAD CITY STATE 71P CODE Carpeny NAIC Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CON7INUED) Copy both sides of this Elevation Certilicate for (1) communfiy official, (2) Insurance agenticomparry, and (3) building owner. COMMENTS ❑ Check here if a8achmerds 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 Cedk;ate is intended for use as supporting informabon fora LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number_(SeIW the building diagram most simian to the building fcrwhich this certificate is being oompleted — see pages 6 and 7. lino diagram aocurately represents the building, provide a sketch or photograph.) EZ The top of the bottom floor (including basement or enclosure) of the burg is _ ft(m) _n.(am) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, 6avaiable). E3. For Building Diagrams 6.8 with openings (seepage 7), the red higher floor orelevated floor (elevation b) of the buidng is _ it(m) _n.(crn) above the highest adjaoent grade. Complete items C3.h and C3.i on front ofform. E4. The top of the platform of machinery ardlor equprnent servicing the building is _ fL(m) _in.(an) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, fi 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 communes toodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must oerttiy this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner orowner's author®d representative who completes Sections A, B. C (Items C3.h and C3.i or y), and E for Zone A (without a FEMA4ssued or oommunfly- issued BFE) or Zone AO must sign here. The statements in Sections A, Q Q and E are coned tote best ofmyfvrowledge. PROPERTY OWNERS OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE 23P CODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here if attachments SEC71ON G - COMMUNITY INFORMATION (OPTIONAL) The local of Taal who is authorised by law orordinanee to administar the oommuntiys foodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable tiem(s) and sign below. G1. ❑ The information In Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archW who is authorized by state or local law to certify elevation information. (Indbats the source and date of the elevation data in the Comments area below.) GZ ❑ A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community issued BFE) or Zone AO. G3. ❑ The following nfortnation (Iterns G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERW ISSUED G6. DATE CERTIFICATE OF COMF'NJANCEACCUPANCY ISSUED G7. This permit has been issued for. ❑ New Constriction ❑ Substantial Improvement GB. Elevation of asbuit lowest floor (including basement) of the building is: _ft(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site ie _ _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS CO]H[Y IMPACT F[[ STAT[MENT ISCU[D DY CITY UF UANFORD �~ .� ��TATEMENT NUMBER 103-75575 DATE: "�— DUI (CITY) COUNTY NUMBER: __________ |]NIT ADDRESS: X, �]��______-_---------------------_------''------' lDwTIc 7ON[: JU!<ISACTION: S[C: Tk C()DDIVISIOH TRA ^~J�' ��--------------------- ~�� PLAT BOOK-. (0. Z PLpTEOOK ONNE|� HAM[:-'� --. ADDRESS., �--�/_ APPLICANT NAME: [ ------------------- --- --- - -- --- � �-�� ('DORESS: - LAND USE CATEGORY: 001 - Single Family Detached Howe ' TY['[ US[: Residential WORK DEECRIPTION: Single Family Kouee: Detached - Construction ----��-��-��-��----��-�� |'[Z BE�EFIT RA7E F8E UNIT RAJE PER � & TYPE TUT�L Di)[ TY}`[ DIST SCHEDULE DESC. UNIT OF UNITE) ��-------------_-------------------------------------------------,-_----'�_�� DOAD� 'ARTERIALS CO -WIDE O dwl unit $ 705.00 1 1 705..00 ROADS COLLECTORS KORTH O dwl unit $ 142.00 1 $ 142.00 LIDKhDY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 20102LS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DU.1 $ 2,285.00 Sl�lD�MEHT R[C[IV[D DY: _ _ SIGNATURE: (PL8A�E PRINT NAME) , -NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWHFD AND [NSUR[� TI11ELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. 001):' DISTRIBUTION: 1ACUNJY 3-CITY y-APPLICAHT 4-COUNTY **KUTE%C �0�A]3C AR;:: ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PFRMXT,. PO�SONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AHD/Ok EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN RECUEST WITHIN 45 CALENDAR DAYS OF 7HE RECEIVING moNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPAqCY OR OCCUPAKCY. TEE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RU'-ES GOVERHIN3 APPEA'-S MAY BE PICKED UP, OR RECUESTED, FROM THE PLAN IMPLEMENTATION OFFICE,: 1101 [ACT FIRST STREET, SAHFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE rADE TOs CITY OF SAKFORD DUILDING DEPARTMENT 300 NORTH PA|ZK /)V\TkU[ SAN[OFQD. It 32771 PAYMENT S[[ULD BE BY CHECK OR MONEY ORDER, AHD SHOULD RBl]R]KXE l||[ STATE1111:::NT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP L[FlO|� T|�E NUlI�E. *owTUIS STATEMENT IS VAUID ONLY IN CONJUNCTION WITH ISSUANCE OF A10:f FAMILY BUILDING PERMIT****V?A**|TA?TTT$**X( Permit # :C) .Job Address: CITN' OF SANFORD PERMIT APPLICATION Date: • ve-d 03 June 20, 2003 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,288 Construction Type: VI # of Stories: I # of Dwelling Units: I Flood "Lone: X (FEMA form required for other than X) Parcel #: (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: 4( 07) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: 4( 07) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: _ 4{ 07) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constriction in this jurisdiction. I understand that a separate pennit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/20/03 Signature AFOWdAgcnt Date Russell Keith Summers n wner/Agent's Name 6/20/03 Signature of Nota -State of Florida Date TIME�DIBBIE CommExp.2/5/05No. CC999378 mso "''. 110'.I.D. Owner/Agent is _X_ Personally Known to Me or Produced I D 6/20/03 Signature ofConuactoHAgent Date Russell Keith Summers Pri ontractor/Agent's Name 1 20/03 Signature of Notary -State of Florida Date n1FDEBBIE TIME My Comm Exp• 215/05 No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID 03 APPLICATION APPROVED BY: 13I b 7-� X Zoning: Utilities: (Initial & Dale) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: -IN rjlotl l �y CITY OF SANFORD ELECTRICAL PERM IT APPLICATION Permit Number: ------------- Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ___—_-1.1fi-PINEETFLQDRIVF.__- L-Qt-8 Panel: 2 Electrical Contractor: DANIEL G. PUGLISI Residential: __� Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 50 3- CC 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: g500 By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. - ---- - ------------------ pplicant'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: 116 PINEFIELD DRIVE Lot: s Panel: 2 Mechanical Contractor: GARY CARMACK Residential----�----- Non -Residential _CA_C043900 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: 116 PINEFIELD DRIVE Lot: 8 Panel: 2 Plumbing Contractor:-------WILLIAM T.--------------SELF -------------------------------- Residential: _ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Si ature CFC057039 State License Number L!aronda Homes AN EA51LY OBSERVABLE BETTER VALUE! 1101 NOR7ri Kral r_k ROAD, Sum; F • ORI ANDO, Fr_ORmm 32810 407-475-9112 • FAx. 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY ❑x CITY OF SANFORD ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 8, 116 PINEFIELD DRIVE at Celery Lakes. RUSSELL KEIT1H-SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 20th day of JUNE, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC DEBBIE TIME P ot�ar o My Comm Exp. 2/5/05 a Pueuc No. CC 999378 1 Personally K'— f t oar I.D. CADocuments and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc IWRYME HORSE, CLERK OF CIRCUIT COURT SENINOL.E COUNTY 13K 04676 PG 16a3 CLERK'S # 2003106385 RECOFM 06/23/2003 01s21s42 PN RECORDING FEES 6.00 RECORDED BY N Nolden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE, The UNDERSIGNED hereby gives notice that Improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 8 116 PINEFIELD DRIVE : Subdivision: CELERY LAKES General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) c U. SURETY (Bonding Company) o� Name and Address N/A UN Amount of Bond v. o C a LENDER U cog W c Name and address Bank of America, NA, 750 S. Orlando Ave #102 Winter Park FL 32789 Ur 74 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 W 0 J cE t Persons within the State of Florida designated by owner upon whom notice or other LUc Z Z documents may be served as provided by Section 713.13(1), (a),' 7., Florida Statutes. .� c o Kampf Title, 200 W. le'St., Sanford FL 32771 Fax: 407-330-5082 Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) or Mto receive a copy of Lienors Notice as a a provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of. Commencement (The expiration date is 1 year from the date of recording unless a different date Is specified.) RUSSELL K ITH SUMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. i EfR11FIEU OPT Of <<o DEBBIE TIME MARYANNE M Notary Public TARY o My Comm EXP• MIS CLERK OF CIRCUIT �RV a PUBLIC A- No. CC 999378 SEMINOLE COUNTY. ROR" P.Ily K,. 1 100. I.O. mt ' DE 1 rtv rh cqK JUN 2 3 W CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 8 Subdivision: CELERY LAKES Property Address: 116 PINEFIELD DRIVE ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. O b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. M 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. Ox h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. ❑x 3. ❑x 4. TO FOLLOW N/A 5. N/A N/A N/A ❑x 6. Patio(s) S.F. Conditioned structure 1,8%Jr S.F. Total (Gross Area) 2,288S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, June 20, 2003 SIGNATURE: (B Ow r Authorized Agent) PLAT OF BOUNDARY SURVEY p for MARONDA HOMES Legal Description LOT 8, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 0 w H 0 z un a w .J Q U N � � I � I ' � I I , I I i � I I , I , I I � I I I (l^II1Y/• I , T I ' N 89 *38' 17" E 12 0.72' 0 r) 5.00' S' DRAINAGE ESM'T 25.00' (/) O - i----------- 58.0.0 ; O O I _ O N ' IV 10.00 = w ' ~ I W I ZN � Z i 0 ow011 i w 8 CD , i Q i WO 0 CL z LWi I J fTl 0 Up o_ QO K1 0 D i fTl p O co ; o N 0 III N ' a i 1 9 1 ' CD I------� O O 37.85' S' DRAINAGE ESM'T 5.00'--- O N 89*38'17" E 120.86' I , LO I , I I cv I I ' I ' I � ' I I ' I i SCALE: 1 "= 20' SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone )per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: CERTIFIED CORRECT TO: KITNER URVEYIN , INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 3Z"24W3 (407) 322-2000 PROJECT NO: O 3. 537 fSURVEY DATE: PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legeil Description LOT 8, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. r N 89*38'17" E 12( 5.00'1 5' DRAINAGE ESM'T r----------- 58.0.0 I � Cn w Yo I 10.00 - N Z z IW 8O o �� O O Z� I 0 a. Q 0 _0 0 I c N i I a 37.85' 5' DRAINAGE ESM'T N 89038'17" E 120.86 0 SCALE: 1 "= 20' I I I I I I I I I I I I I I I I I I � 1 I I w I Ln O fV e1 J N PLANS REVIEWED CITY OF SANFORD SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone )Per FIRM 12117C 0065E dated APRIL 1995. [1l 0 w 0 z a w J G U N I I I I 0 I I W SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant t5, Section 427.027 of the Florida Statutes. rMV131unp: /) CERTIFIED CORRECT TO: KITNER URVEYIN I . R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-=3 (407) 322-2000 PROJECT NO: p 3_ 153-7 SURVEY DATE: FORM 60OA-2901 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ARLINGTON-4BDR Builder: MARONDA HOMES Address: I I b 64-i' eel nrio Permitting Office: City, State: MW, Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBw/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 W c. N/A _ 7. Glass area & type a. Clear - single pane 196.0 fe _ 13. Heating systems b. Clear - double pane 0.0 if _ a. Electric Heat Pump Cap: 40.5 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 fe _ HSPF: 7.20 _ d. Tint/other SHGC - double pane 0.0 fe b. N/A _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A _ b. N/A c. N/A 14. tlot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.21 1132.0 ft' _ EF: 0.93 _ b. Frame, Steel, Adjacent R=11.0, 196.0 ft- _ b. N/A c. N/A _ _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DI- -Dedicated heat pump) a. Under Attic R=19.0, 2085.0 fe _ 15. HVAC credits P11" _ b. N/A _ (CF-Cciling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT-Prog(ummable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 28325 PASS Total base points: 28742 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY - DATE: -7P Q3 _ I hereby certify that this building, as designed, is in compliance with the Flori ergy Code. OWNERAAGENT: ' ,1 -m 4'. 1 DATE: _ql ( 7-IO2 Review of the plans and specifications cowered by this calculation indicates compliance 7v1th the Florida Energy Code. Before construction is completed this building will be inspected for compliance with, Section 553.908 Florida Statutes. PILDING OFFICIAL: ATE: EnergyGaugeO (,Version: FLRCPB v3.21) �o4_ctM sr42, oo WE�y� FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , . , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1631.1 Single, Clear SE 1.0 8.0 40.0 56.64 1.00 2256.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear NW 1.0 8.0 15.0 37.74 0.99 562.2 Single, Clear SE 1.0 6.0 5.0 56.64 0.97 273.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear SE 1.0 6.0 40.0 56.64 0.97 2188.4 As -Built Total: 196.0 9960.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 1 f 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®/FlaF'ES'2001 FLRCPB v3.21 FORM 600A-2/901 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 35736.6 Summer As -Built Points: 38097.4 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio' Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 35736.6 0.4266 15245.2 38097.4 38097.4 1.000 1.00 (1.087 x 1.150 x 1.00) 0.310 1.250 0.310 0.950 0.950 14025.2 14025.2 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 9.22 1.01 298.1 Single, Clear SE 1.0 8.0 40.0 8.34 1.01 337.3 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear NW 1.0 8.0 15.0 12.23 1.00 183.2 Single, Clear SE 1.0 6.0 5.0 8.34 1.02 42.6 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SE 1.0 6.0 40.0 8.34 1.02 340.7 As -Built Total: 196.0 1871.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4199.9 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 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 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8159.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 5165.4 0.6274 3240.7 8159.4 8159.4 1.000 1.00 (1.078 x 1.160 x 1.00) 0.474 1.250 0.474 0.950 0.950 4594.7 4594.7 EnergyGaugelm DCA Form 60OA-2001 EnergyGauge(D/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 I WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I 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 r 14025 4595 9705 28325 PASS 'Ct1E STq��o� 3,V EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 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 corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multistory 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 OTHFR PRFCrRIpTIVG MCACIICCC i—..-# t— — _-___ -__—J COMPONENTS -- -- SECTION -- - cu -Y all IcJ1ucll%'Wa. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal 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-1 1. EnergyGaugelm DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB %-3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.3 The higher the score, the more efficient the home. ELECTRIC.... I. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single family — a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 b. N/A SEER 11.00 — 5. Is this a worst case? _ Yes — 6. Conditioned floor area (ft2) _ 1875 ft2 c. N/A — 7. Glass area & type — a. Clear - single pane 196.0 ft2 _ 13. 1{eating systems b. Clear - double pane c. Tint/other SIIGC - single 0.0 ft2 — 2 a. Electric Beat Pump Ca 40.5 kBtu/hr p — pane d. Tint/other SHGC -double pane 0.0 ft _ 0.0 ft2 b. N/A HSPF: 7.20- 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. Concrete, Int Insul, Exterior _ R=4.2, 1132.0 ft2 a. Electric Resistance Cap: 50.0 gallons _ b. Frame, Steel, Adjacent _ R=11.0, 196.0 ft2 b. N/A EF: 0.93 — c. N/A — — . N/A c. Conservation credits e. N/A _ 10. Ceiling types (HR-Heat recovery, Solar a. Under Attic _ DI-IP-Dedicated heat pump) b. N/A R=19.0, 2085.0 f12 — 15. HVAC credits PT, c. N/A — (CF-Ceiling fan, CV -Cross ventilation, — 11. Duels I -IF - Who le house fan, a. Sup: Unc. ReC Uuc. AFI: Garage Sup. R=6.0, ]50.0 ft _ PT -Programmable Thermostat, RB-Attic radian¢ barrier, b. N/A — W-C-Multizon a cooling, W-1-1-Multizone beating) I certify that this home has complied with thu Florida Energy Efficiency Code For Building Construction through die above energy saving features which will be installed (or c>xeeded) in this home before final inspection. Otlrerwi se, a new EPL Display Card will be co mpleted based on installed Code compliant features. y Builder Signature: Date: Address of New Home: City/FL Zip: 011-cVIE srq,, /fill `o Cdn_ tit1_ a r©�o wa *NOTE. The home's estimated energy perfoa-mance score is only available through the TLAIREScomputerprogram. This is not a Building Energy Rating. if your• score is 80 or greater (or 86 for a U6,1;'PA/DOE EnergyStarTmdesignatiorr), your borne may qualify for energy efficiency mortgage (EEM) incentives fyou obt, 7,in a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at wwwfsec, ucf edu for information and a list of certified Raters. T lor- information about Florida's Energy E/f ciency Code For Building Construction, contact the Department of Community Aff(7irs � t 850/987-1824. Enct-gyGauge© (Version: FLRCPB N 3.21) - Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIVISUB MODEL 6CL00801 8 116 PINEFIELD DR ORLN-CEL ARLK4 LEFT ARLINGTON K 3 & 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accnrdanr-p with OSCF 7.9R Thaca trimene ora dncinnnA f— — •...w1.... A 6..;iA*..... Truss ID Run Date Drawing Reviewed Truss ID I Run Date I Drawing I Reviewed No. of Eng. Dwgs: 44 Layout 10-7-02 0 4-21-03 Roof Loads - VT 4-11-01 01 4-21-03 �/ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 02 4-21-03 A 4-21-03 �/ P 4-21-03 B 4-21-03 P1 4-21-03 `/ C 4-21-03 Q 4-21-03 Total 33.0 psf C 1 4-21-03 R 4-21-03 D 4-21-03 R1 4-21-03 ✓ DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" D1 4-21-03 S S1 4-21-03 4-21-03 E 4-21-03 El 4-21-03 T 4-21-03 PLANS REVIEW[ CITY OF SANFO 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 W-1- H 4-21-03 X 1 4-21-03 I 4-21-03 y 4-21-03 • J 4-21-03 Z 4-21-03 K 4-21-03 Z1 4-21-03 L 4-21-03 L2 4-21-03 M 4-21-03 N 4-21-03 N 1 4-21-03 Vol INV # DESC QNTY ' JUL 1 1 2003 DATE: 18331 EHUH26 2 18330 EHUH28 18360 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 1 EHUH28-2 1 SEAT PLATES 128 D ID 4D-0 m A �! - N N 7 X I. X X F X X X X X X X X X N Nam' / IV vi I u I tJ -' T o IT 0 S S I J1 JUSZ HA GERS I 2 SKH26 HANGERS \\ A - 4 PLY (2)SKH26 HANGERS BI NJ \ C \ VOLUME CEILING \ D VOLU\ CEILING a 12 E o 4 \ 12 FI I I H ODD SPACE ODD SPACE I g ODD SPACE ODD SPACE H ;, _ _ _ i I - VT500LA 12 I I 7. F1 I11-- PLANT SHELF- _ _ - \ vT51AI ' s nN {�\ 12 - Ell In - / VT52AI \ m \ 6 01 1 EHUH26 C1-3PLY VT53A EHUH28-2 \ - IO2 \�\. $ 02_ _ PLANT SHELF N \ — �• 19-0 I� i _ 0I L ��- -- - S I ! LK 02 / v 1' CEILINGI i O2I \W I ODDSPAC _ K x O ODD SPACE 0 12 I 12 EHU1126 J-1PLYx _ M $ / 12 01 .1 I 6 6 I N M I _ � S1 Si N Id M it i - VOLUME CEILING —I �— , _ -x __ PL1 1�1 ODD SPACE �`� NAILER — — — — — — / — I 01 I i a A P1 I I ` — P _GABLE — — — — — — — — — I L — — — — I N - S0e&GKJvBIBLE-, 194 + 6-0 T 14-8 Ju 1 1 2003 l i - JOB NUMBER: ARLK DRAWN BY: W DATE: 10.7.02 1 0 CUSTOMER: _ REVERSED - PITCH:6/12 8 4/12 __•=-11 _- JS/- JOB NAME: ARLINGTON K 3 8 4 BDRM BEARING: 8" LOAD:33# Thts safety alert syrnbo! [s_ used;'to attract -y.our atten#ianr-P,h, .-SQNAL'SIAF -7! ;,jS1N1,1/OLV C)d When �, i1V;�t .��':r Ja r 5r L 1 IP' u ± ou sezM�h s s bd .1 .. ::i ,Il,,,,v:, I ,, �I•,1 > �, �,,�'�m� ,l�� B� �nn� a1�E�,� � iJ>„EDr ITs ,+i a i, sty tr ,(��7 &4 �� I Si rR,r ,�1111ESSA''GE• �l� �x tj�tPSI... 5 CAUTCN: A ':CAUTION ddehtifies: safe ,operating practices or indicates -unsafe conditions that could result in personal injury or dam, age structures': COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING-1 & BRACING METAL PLATE CONNECTED WOOD TRUSSES "' is the re.sponsrnilityofthe installer builder buildingcontractor Gcensedoontractor, ectororerection contractor) to pronerlv receive, unload storm hnndie install and -ace metal prate connected wood trusses tc protect ide and orcoegw The installer Uat exercise 'me same high degree of safety awareness as with any othe-structural a:eriai TPl 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 iced upon the collective experience of leading technical personnel in the wood CAUTION: Theaurdder,buildi'ncdconiractor,limmsed coltractor, ,erectororerectioh contractor is advised toobt.ain and read the entire booklet "Commcrtary p and Reco^emendations for Han diing-,-lnstall;na(34 are �ngP9c adRlateCo'nnectedVlloaJ:Trusses.l dB muss P:Iate Institu�e. - � ;� `r DAN�ER �,4'DAI�lGERr designates a `:concaQi[on �,;,� �:��.�,��whErdefal�ur�eto�Allou�lns�trluct�onsror'heetl,wann f:. �Ingr urlf;r �s Ire �,restilbtirn se �$iio, sr ers;T—VI . ti. t 1 � .:I Y� � I iiJ ��^' .In �I''• 4.;,i: �trt a - ,. �5. e 3r" �, u,llip r 1 �- Injury or cfi=ath"or{damarg� to�struct�ilresrl.,i;_t� i � '. Vv.4RNING: A WARNING describes --a condition ^✓herefailuretofollow[ristructionscouldresult in :G f 1 severe, personal injury ordarrage to structures. TRUSS PLAT` INSTITUTE 583 D'Onofric Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, instaiiers, and others. Coayri::ht © by Truss Piate Institute, Inc. All rights reserved. This document Or any par', thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. : CAUTION Alltemporarybracing should beno'less than Z; 4 grade' marked. lumber. ;All connections ,, ouId be made with minimum of 2-16d nails. All tasses assumed 2' on -center or less. All multi -lady. trusses ;should be connected together -in accor dance with design drawings priortol stak atiori. TRl S'S S T ORIAG= � CAU ION: irussesshouldpot be "unloaded on rough terrain oraun I. :A even. surfaces which could cause "t damage to:thetruss. �-.ryiCAUTIGN ,ITrcrsses storedhorizontally should .be ter,- t �I r G4i {ti , Gr i l`4t1J�. sho,-fla -he hsuppofEed on btockingtto prevent excessive lateral Y xf .�ArrJi'.t-,riyrz,F a ; +4b,ac. E``l ;�C: �r;'1/ Q7t t0 ��Il[j�Ou Ill , a r GfF,sf e 'r rl j ri'�x'r 11 �, s,l '� i ,T r E�1 ii 4 hc�iiciing anc�,lessen motscure:gain ,w o� )Y,I'' + 6 Pp na• VJArR! idNG: Do [lot break banding until iristalla )ts - DANGER: Do not store bundles, upright uni� e "�rJ begins Care should be exercised banditic� ra roper) braced Do notbreak bands until bundles upµ n4 p Y < . stnpiralSto avoid shlft[n of lndividual trusses., Q „ ,,:arm gEacPd sn a staI I hor'tzorital position which are yrngflaf I>;I 'ref !clan e'raus andurs baled bc-, stricthi „�an� Do hat use lama e�russes�fi�{pl'' "� ' 9 h 1.ie cr rohih.it' 1�33 �-I'1��y6�. ',::• .u... .. r �qi�w a lR I Gr. a ed .. f, G i • m�. ,-•:r ,a l,a.., _�h... r,r?i9 .t1f.i.-�.d Ilr +, raf�y;l.il� .i�..AR'.'1.::.,"_�, .;:..:_..r:., ..-,..... ...h — r�_._ Syea e 0 In, Sr YY t l�C£�e�t es�AI 131R IMP.- ess wo'M E t'H'ANl t A6,YrIj or ,0 �s AaA�� T I W Tag Approximately Approximately ; Tag Line truss length '/;length Line Truss spans less than 30'. :CAL I ru s brae 1 GROUND BRACING':BUILDINd N TE brace I / (GeV) Z, G90U U'BRA4CING: BUILDINGR`"EATE 10 R R Top Chord,, Typical vertical attachment Plan r Blocking GBV Ground Brace Vert V, Strut (ST) Intel tie member with s (HT) 'Wtruas of bra, oup of trusee (EB) Frame 2 12 = I 4 or greater tJr� , , - � " - R 1f IErt"PI �\�?IA1k1 rIj RF; TAG^ \ oYi r II r+!:lpNl �lo�tvr TOP CHORD �TOP`'.CHORD�,'�I iui�' DIAGONAL BRACE LATER,4L EPI10E SPACING (DES) PACING(LBS).i� . [# lrussesl S„ W {V . 4 411 e 8' I 20 15 Over 32' - 48' 4/12` 6' 10 7 Over 48' - 6o' 4i 12 5' 6 4 Over 60' See a registered professional engineer OF - Douglas Fir -Larch SP - Southern Pine H"r - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces Continuous Top Chord lapped a, least 2 Lateral Brace —�` Required ^^ trusses. / 10" or Greater J/ err• / � Attachment Reauired —' llrr .r - IF L OM M r4't(x rrr-�' J o! ld um 11tr11�. v; Top cnorde that a re laterally braced can buckle / Ih7+yrL`fr�l`itJ1`,' ° �lF ffr�'pf.','+c-3�lrr] s}'�'�`i r�t- 1b-141—i;+w r'aaS "�W� togelh erana cause collspne if there is nodiago- q,� ' �ytif It �9�/RI aJ I Il fhat bracing Diagonal branch should n purlied t JI!1t 4u/,/ gy^�j, jl'}+ 5 rf,� to the undere de of the top chord when purling are attached to the topaide of the top chord. PITCHED T 3L SSS r L. WARNING ra lure tofodowthese recommendations eould result. an severe personal injury tar sewage to trusses or -buildings. I - N I y�ulil� TOP CHORD hili,IfJIUftq' TOP CHOHD� DIAGONAL BRGCE PITCH LG �RAL 5RAC� SPACING (DBS) 12' N � DIFF[RENCEISPACIIdu{LPai �trusses]' 5 [,r _ SP/DF, -SPF/HF -,For— Over 28' • 42' 3.0 6' 9 6 /fie Over 42' - 60' 3.0 5' S 3 ' s/ Over 6o' i See a registered professional engineer \ \` ]F - Dou as Fir -Larch SP -Southern Pine \ n: a iF -Hem Fir SPF - Spruce -Pine -Fir �:Or nuous Top Chord -a,_ral -ace n?JJIreLi 12" or Greater Attachment l�ecuired All lateral braces lapped at least 2 trusses. { ,�+;�Ixfjl ;t., it in r•a y F Top chords that are ly braced car. t,r_Hie logetherand cause collapse ifil-ere is nc dingo nal bracing, Diagonal bracing ot.ould be nailed to the underside of +he 1or when cv tins. r are attached to the topsi,te of Ilse top chord. + 3 4> SCISSORS TRI1S Frame 3 a PGC y T I�IkI 1'r Bottom chord dii at each end of tf- spacing as, top c rac I�hl��ll' SPA �I � �Y!Yt`�„lfu� �T.` I � II 4,1 M I ,� m N y h � nw411 er ER� �RdCE' 5P G�� C;I�iSil��ll� li ,g ill i�, G41iGl!;LI.: ��IAMGD'�JAL'�Bf�ACE.` , u+�w lxutnakn n SpACEN�'p�{DBgj'i'�y�l i� hHl I n�I .I I iINP �f P il, U to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a regist d f ere professional engineer Garth aafi ( SP - Souihetn Pine SPF =Spruce -Pine -Fir All lateral braces ' fanged at least 2 f'� 1 I�� fJl 4 A i� killn4gyrr�"i��!'t �' �rtgnatlllnmwm II I11 �tM I IWr,ln T rf�p,r�7 vq LL I Cross,taracinci reeatec' i �t4at each end,oi the �yA� .,}agaG,d 's. rrrrgl�a .0 1 n�i nd a'. 2fJ ��••' nter�als��'a" �' - � ' . ........ MjDJAGONA 91u10 �IJo!I II hh E", , IIIII� I Ip.,, r�r,IU� II I fit11181(1 �::u E '`'M OlNi & ,1 Up to so" P Over 32' - 48' 42" 6' 6 4 Over 48' - 60'1 48" 1 - — I - 5' 4 2 stability and,musl �1 bOih.dnds of the i ..... ..... FALgEL1'CHO,RUiT L Top chords that are laterally braced can buckle together and c""" collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to I he underside of the top chord when purlins .ri, attached to the topside of the top chord. .2X4%2`i &�TPAHAUI' Continuous WI ti 11,51. Top Chord c; Lateral Si ;1? Top chords that re laterally braced can buckle Required Laretogether and cause collapse If there is nod ia i 10, C, Grea I bracing. Diagonal bracing ahciuld be railed he to the underside of the top chord when purline attacn&d to the tOPOicie Of the top chord. 0. C Continuous 'o' Top Chord Lateral BrL--e -T-1 -il= R e or.Greater I'- Ataohn-IL nt L -.2- - - ------ ------ -- 3 1/2- ".4 III1"'� It IIA 11 01 MA Ulf, !AI ;"'J�Jvjllt 111MAIVILI li-'� A 3. Up to 24' — 8' 17 12 Over 24'- 42' 1 3/12 7' 10 6 Over 42'- 54' 3/12 6' 6 4 Over 54' See a registered professional en Ineer Yr - uougias rir-Laren SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also reauired on end verticals. Top chords that are laterally braced can buckle .'.herand cause collapse inhere is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. imc)Nb TRUSS,,..q V IN IM &I INSTALLATION70LERANCES)'' i T T ±1/411 L(in) L AaXIMUM —, - li I f\_ Aisplacement Plumb 50.1 1/4" 4_2' Line 100" U2" 8.3' 250" 1-1/4" 120.8' 150" 3/4" 12.51 OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. x W laz X ems JV Frame 6 200" 11. 12 3 or renter All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10'or GrE Attachme Required Length L(in) Lesser of L/200 or Z' BOW L (in) Lesser of L'200 or LLA .J��.ronda ABONDA Sy"mms 4005 Haronds Way Sanford, FL 32771 (07)321•0064 Fax• (407) 3�1-3913 .bate: March. S, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Encrfneer State of Florida 90050069 Subject- Valley Trusses All valleyIrUsses lalbeled VT -I thru 100 are covered under the veneral valley sheet pro vi�&ed ill the re�ss pa€ l e Signed and sealed by the engineer of record. The e�nnc�eti€� s are moo ed e the sinfo sheet of the plans. �.11 criteria of the valley trusses are noted on the general sheet. sheet.. If YOU have any questions please Peal free to call at 407-.321-0064. � Merely Tons s Ponce, P.E. Date:4 /. r a,•6T .+ram, ,,A .gip n t try .(1;z.g � •fin. 1, i. ,:p",�t�:R 1; DESIGN INEORMATIO VV Ibis, drslgn Is for an I-dlvidrtal hrdldfug compnntattaod has b_nbascd on Inf. rm.u.n Prwldcd by III. dla L T'hc design- dlsdalms any rdporulhlUtyfordamaga as a rtsnit.of faulty or Inmrrrct Irdorma0oo; ap.cIf1_U.rs and/.r de 10- furrdshed to the truss dsigner by the cllcnt and the car, 'J_ .r of Ibis lof°r n.Uon as It may relate In a spy "R. pmj.wt and .—pts no tespwnsibdlry.r wzttdses no mntmt with regard to fabrtm- tmn, ba ru_j:- shipment and U tali tj" or 4T cs. This truss Gas been drdp d as aD IudrWdua7 bonding--P..—L In --rdance mu) ANSI' ""' I-1995 and 1`113S-97 to he Inmrpnraled s Part of th. budding design by a HuOding Designer IregLslared arcluted or prat"nsional I"g"'-d- 7b— ai-dewed fur apprw 1 by.,,huildfng drsign, the deign loadhtgs'showu mull be cbeehal In be sure that the daLa shown are m aoeemmt rvlth the fogl building —a_, a.wal diautic rt<nrds ror wind orsarnv loads, pro)wct spa0iratlons or sperdal appOcd loads Unless sh—. truss has not,bwcn drsigu d for storage .r ocotpapn, !Dads. -ate design assr,rnrs cnmprcsslon dtords (tap or bott°m) ar rssly braced by sh—U,,. ' —Un°- npceMed, VLhe bolt g _I_otbowt nm "turd. In to t_ are_. t fullybraced laterally by a pmperty appUod rigid wiling, p, y should b. tuaoed at a maclmtror sPaing.f I U-o-..—co =,r plat- shall be manufar.bld from 2D gang. hot dipped garvantzed "'-j meeting ASITI A 653. Grade 40. mtlas cLhe ,jse sturor2i FABRICATION NOTES prior to faLtiaDon, the fiLrirator shall revtcm ibis driving I. verify these this dmwln is I. mnrormanrt wlth the tahrl©inNs pla g and to rnhze a mutinomg responsfbWty for srrclr vcrt- 0-11-- Any dlsacpandes are [o he put !n vnithig before eitltlng or fa urI_ n. Plato shall no[ be fnstaUcd over lmotlr.ln, Loots or riLstorted grain. M—brrs shall be _d, .for tight nuing worxl.tn wind bmrtng. Can. -nect.rpw_ .ban l.w mated .n bath r wn .f .the truss 'AO' naffs fully tmbcddwd and shall be sym. about the Jotntxndss otlrcnvLsc s4rnvtt_ A Sxd Plat- Is 5- add.. 0' long. A 6a8 p6Le Ls 6• Ind. > 6• long- slot. Brolrsl nm parauc310 'the plate length spedfl., Double cuts on web manbu shall meet at the -'mild a the webs :unless oth.rarlse sb.w Connerinr,Plat. sizes arc mlnlnumr 'I-bas_wd on lbw fore s shown and may need f. I_ f.ctcas.d far ",In hand- ling and/ar wr . srresses- Thb truss is not In be Lzhrtcatcd with Tati retardant br t'd lumina ndcss .D 4ay a shnwlti For addlDonal lttr'orm,n.n .n 9 aUq cnnhal r=fer m ANSI/TPI 1-t995 PRECAUTIONARY NOTES All b, :Wg and er Ilan _.nncndatmos aze. to Lc followed In amrrdance -IUr.-Handling I—Lallog EtBndng', 1110-91. Truss_ uc to bw handled cyh partlrsdar-care during bartding and bridling_ dcll,-y and btstallau.n to avoid damage Temporary and permanent bra.dng ray h.ldlng t.__ m a "r"ebc and pmmb pn� tfl.n and for t�lstm9 htcral force shall be dcstgtrwd ead lostallcd by Lh.-. (=ar I d hand_ 11119ls cssturfal and 4t('l.oil bluing is always acquired. Nramel pnc autlnuary acDnn for truss lequL,s such temp.rary bracing during fnsta.11aflm hwLacera trusses In avoid lopplmg and domm.iog. Th. supervtsl.n rf ereon ctinr trusses chill be uudcr the mutml of p__.na �PU. tnstaalatinn of tn>= _ Pr°F sslonal advlc< s1raL he sought Ff needed. Cnncentiat!nn of wrn tructlou loads greater Than the dcstga loads _shag not, be aPPllcei I.n ,u-- a at any tlmc N.-Lads oLh— than the . weight of Us erect.- shall be aPpllcd to lntssrs unto alley all fastening and bracing Is cututrlclrat MONO VALLEY VALLEY THUS MARONDA SYSTEMS VIO: VALLEY SET DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 26-04 3x6 2X4 - ------------------- IF LESS THEN 3-0-0 TIIEH MOVE DIAGONAL WEN TO NEXT PANEL. 214 11 2z4 OR 516 OR 4z6 316 Y d ORR 3x6 4x6 2r4 TI: VT QIY:1 _ I (tl WHEN DIGGONAL WEB PRESENT USE 4X6 PLATE (s) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PO I ( VALLEY MEMBERS AT t 4x6 24 • O.C. (TYP) OR / 2x4 Ix4 3x6 COMMON VALLEY 6-0-4 2x4 2X4 ARIE4 n (!% :j�t� UDP TO? (j 11 3x6 2X4 2x4 2X4 2x4 4xi0 1i I( II 3X6 on 3Xfi X41 3X6 2x4 2x4 316 S IIPPORTING TRUSSES t 4x6 on t 4.6 2X4 VALLEY TRUSSES (TYRI II 11 II MAX. 6-0-0 O,C, (TYP) # 214 t ITYP.) I? MAX 6-0-0 O.C. (TYPI VALLEY AREA=----:�� MAX- TRUSS SPACING I IBELOW = 18' O.C. .� ® SPANS UP TO 60-0-0 _ g i } � TOP CHORDS: 2X4 SP 42 IT BOT CHORDS: 2X4 SP #2 BELOWVALLIS NOT OEYrrtED TO SHEATH SET, VALLEY MEMBERS ES _ WEBS: -2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORE) BRACING, VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING U14LESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER, WHEN BELOW -TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER, 2x4 BRACING HAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O,C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN B' LONG f. TWO 2XG BRACES REQUIRED ON ANY WEB EXCEEDING 14'.f f .. LI'XCIIT AS SHOWN PLt TrS.AIID T120 GA TLSTCID PER ANSUTTI 1-1995 amnia Syste ils 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #()n50068 SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMM"TRUSSES. VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET Cont. Support ry r,rtivllPi'LI: READ ALL NOTES ON THIS Si -,ELT, aaaa A COPY � OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Iaratlng shown on this drawing Is Uri erection bracing, wind b-,Iug. Portal bracing or swill., bradf g w6teh Is rt fs afor IaPartteof Urc bundmg design and which must be cntrsidered by the buildlog dcatgner', sh.wraL supportof truss menibcrs only to reduce bucldtrg j_gLh. I'_fsDracUtglons tmrsC be made to anchor ialxral L .dog at eads'end spin tied to atlnns ned by y Dle btWdln Addltlonal hractng °T the determi overall g designer, RT ss Piatw ltsi4ute. TF?, is ! slnirh'.r may be required. (SecH[B-91 or'fl'll. Stuns (O 6-0-0 Eng. VA LEY ET DWg: Truss ID: Dsgur: 77I' Ctllf: Date: 4-1-1-0I TC Live 16.0 Ilsf DurFac - Lbr 1.25 TC Dead 7.0 Nf DUrFac - P(t: 1.25 Bc.Live 0J) list O.c. spac(ng: 24.0'r_� 1Des1_qI1 BC Dean 2.N nsf CtilerlcY TPI s j HIP 13LG )L'SIGN INFORMATION WO 1-11PDETAIL TI: [—lip his dosfgn is for an lndhidua! bulldbio oniponcn[ and has bm, based on btfm,na LI n rc.Adcd by the dlent. The dcsigrt<r dlsdabns fy —pom,h UlLy for do,neg_. na malt of idly or Incorrect blfnrrnallon. 5pet111caUa s I'd/or dcslp,u hlmbhcd to the h„sa dalgncr f file ckrit and the conuUlass or arairacy p tb,s Informouon as it may rclote I.o a npa- fle proJ¢tand aecepLs no respon. ibflUly or relso „o control ,vlth rega,d to rabd-- on_ bandlU,g. 61p,ncnt and diutallauon of ° - a. 'r'hb trvc� Iw Leto Jeslgned as an Sdbrfduai building component b, acmrdal,ce n•Ilit ySll'lTi 1.1995 and NOS-97' to be bxotponted I part of the bulmung design f,y a ¢l,,Uding - atgner (registered nrelntcet nr prof6slonal ,gb,cerl. When reeloeed ror oppro�el by the ;naing de,Ig„x,, mg,l�sign b.adinga shun„ nsl be d,eehed to t,e sure Ih-nt the data shann, e In ag—t-rl—L ,vi0t-Itm Iool bu Ud b,g md-. of el6naue ro:mds (or.eb,d or sno,•, loads. nJcet spccUlc,llons or spedal applied loads. ,Ie+e shown. truss has not bean designed for wage or occupancy Inads_ The design assume impre-s.ion el° d. (top or bottoms are cunW,u- isly bmcca by sf,-U,tnr lint— Lhe. "-f- ccdncd. Whore bottom 610 6 In ten i-, d hilly braced gterally 6, a properh appu,d Id acumg. th J should b_e bmccd eta iebn,lm spa'big of 10'-Cr o.c Connector ,1_ shalt be manufdetured bmn 20 Rouge hot ppcd gah,anited sled nmeW,q AST14 A 653. adc 40. —1— aU+—,, ABRICATION NOTES br to fa6rto Ucn. the fa bdbtnr shall rcelem ls-drnwb,g to .<riry 16aL fhb drawing iifam,ance ,+IIh the 1ab,1 bll, plans ar,d to iUxc ntlnu,,,g repor,slb,I,ty for such vcrl- itlon- MY dl:vepandes ere to be put In Itb,g l,c(orc <uttJng or fabncaLion- ilp shot' not 6e InsLDeer Imotholo, ols nr dlslortcJ )•tofu. Aicn�bco shall ht col flight lilthtg wood to nand bearing. Con- �tnr plats shots he too lad un both f cos or i buss ,ellh nails hilly ImhcJdcd and shall 6c' . aboui ,he Jourt unless-th-1so sbo . A I puler, 5- Md. x 4- long. A 6s9 plat, b 6' fe - tr long. slots (hot-) n,n pare 11,1to i. plat, Iolgth spcll dcd. 0onhi, cols oo —1, n,bars shah meet at the cenlrolJ of fire webs Jes vUent ise shoo,,.. Connector plate mtr� °.mininmm ski, Insed vn the forces shmn, . d may need Iv be btcreas.d.for totem hand- gavd/or credlon etraaes. This truss Is not - bc rab.lotce wlu, me .cu,d�nt boa tcJ . nhcc mild, olhu,vlse shown. Fnr addlUonoi ormauon on Qunllly ConW{ tiler to AN51/TFI i-1995 ZECAUTIONARY NOTES b-1119 and crcctton rc nd.,U o am is follow-< 1 to acr�rrlancc niLh _fl. ndlb,q La llb,g A 0r-adng'; rll©.� I. 1l,isses are to hendlcd otll p ru lnr rnrc dp,b,g banding f bundlb,g. dal ry d ,nstallnllon to e.oid ..go. Temp ) d pc„nv,c„L bracb,g holding tn,+ I balphl and plumb poa- i a.d (or rvbW,g la teal Inreee sl,ali-be (gned and InalaL,d br others. Careful hand- Ls-senllal and --ti o bracing is almis ailed. Namol ptualillatialy acoon lttr sso rnqulro such lvnpomy bmcing during la11a0un behveca Uvsso to arold loppllng I d m,nolnR. The s.rper.,a a,n oC vecHon of shall be ondv Lhc 61,tn 1 or pc ,s kneed 1. We InstailaUon of tr'nsses. fessional adetee sbaU be sought If needed. ;r,ntr.,uo„ of construction Ioads grouter Il rite design loads shall nal ly applied (v nt aoy It No bmds olhcr flan U,e. Ght of Llrc cra<ln rs zhall h.;-p,.pU^.:1 Lo nNl`altcr all laslu,by! nn•1 hr.,Ung upicicd- Gw IVIARONDA SYSTEMS i 2 /1 0r- HIP GIRDER BLOCKING ADDED TO TOP CHORD STL-P NIP TRUSSES TO SI-IORTCN- . OSB MOT TO EXCEED 24110:c. 0 BE NAILED TO TRUSSES wl 12" ON CEN_ STAGGERED PRE-ENG'D TRU TOP WALL OF BUILDING Q Y:1 1T'YPIC14lL 13.E OCICI' G J-40R SffEA TITING ON ST J�7( 7J ��LIJi1L_ Jl S vu r ►aci A Ali La: READ ALL [VOTES ON THIS SHELL. Maro>< da Systems A COPY OF !HIS DRAWING TO BE GIVEN TO ERECIING CONTRACTOR. 4005 MARONDA WAY 13RACING WARNING SANFORD, FL, 32771 »racingshown ar, uda Jrawtng is nor rre uon b,nring. „Hod 6,acng prntai b,,Wing nrslrnnar bncb,F ,sfUch is a part ofihe brilldb,g de,IQn.and nhl<l, must be consldcrcd 6J' th b Id'„g d�lYncr r)rnekig (407) 321-0064 la (407) 321-3913I shman z for I't—A support vi lnrss Inonbers nnlr' Iv reduce b,,tkun lrn TOMAS PONCE P.E. made to—d— lat'r,l bra'b,g at<nd, a nds Ij;cd }, Prat�imsionsl ba AddlUonal braeb, Pcc Incatloos Jetcnnkmd by the boudbig LICFf`I Q or lha oeenll �bvdu're mar he rr7,y[red. IS— Nii9-yl ar -I'PII. S1✓ //0050068 (-miss PL Le Insluule• Tpl, li loc,led at $33 CrOnol�lu I),'h•c; S Hlr3- \`: Iscnn=I, 5371p1- 1U60GftEEN6n001C CI'-OVIEIJQFI_92 i6G, oA�r�aQ Jf119. Job: Dlvg: Dsgar:'FLY CbJC - 7:C Lire mu psE 17C Dead 7_0 psf J3C L ive U.0 PSE BC Dead (q.0 psr TOTraL 33.0 n.,J Truss ID. Ilip E Dale: 10-2(.1.-0U i DurFac - Lbr. _ 1.25 DurF-ac - PII: 125 O-C- Spacing: 24.011 Design Criteria: 7n1 Code Desc: if•tlt nr, nr, ... .• t DESIGN INFORMATION 6 This design Is for an individual building I component and has been based on information ! provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy. of this Information as it may relate to a spe- elfic project and accepts no responsibility or exercises no controlwith regard to fabrica- tion, handling, shipment and histal ation of trusses. This truss has been designed as an individual building component in accordance will ANSI/TPI 1-1995 and NDS-97 to be incorporated s as part of the budding design by a Building I Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown zust be checked to be sure that the data shown are in agreement with the local building codes, loeal climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid eeWng. they should be braced at a ro-imaun spacing of f0'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall ro9ew this drawing to verify that this drawing is in cordornance with the fabricators plans and to realize a conthnutng responsibility for such verf- ❑catlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall he located on both faces of the truss with nails fully,imbedded and shall be .sym. about the joint unless otherwise shra"- A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to _-Ahe plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes -:are minimum sizes based on the forces sh"hvn =and may need to. be Increased for certain -hand- *ling and/or erection stresses. This i._ is not to be fabricated with fire retardant treated lumber unless ofherwi- 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 Ir�stalling & Bracing", I-1113-91. Tnisses 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 straigm light and plumb pos- itton and for resisting lateral forces shall be designed and installed by others. Careful hand - Rug is essential and erection bracing Is always required. N"nnal precautionary action for trusses requhes such temporary bracing during j, Installation between trusses to avoid toppling and daminotng. The supervision of erection of 6 trusses shall be under the control of persons th experienced 1n the installation of Wsses. p Professional advice shall be sought If needed. I' Concentration of construction loads greater than the design loads sha0 not be applied to t trusses at any time: No loads other than the weight of the erectors shall be applied I. trusses until after all fastening and bracing p is completed JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP- #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 WndLod per ASCE 7-98, C&C, V= 1251rph, 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 END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.48" D=-0.51" T=-0.9911 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 WO: ARLK WE: This 4-PLY Hip Master designed to carry 11' 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4-PLY TRUSS! fasten w/3nx 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per £t. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 61, wood screw at 241, o.c- shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1847# Support 2 1818# ..TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.14 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.14 9-10. -16525 0.27 10-11 -13806 0.25 4-PLYS REQUIRED --BC ... FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23651 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-12 12241 0.68 l Lt 2 - 4 - _- 5 6 7 8 8X10 3X6 6X8 1OX10 6X8 3X6 4X6 4-4-8 0-6-6 3X4 8X14 4X6 8X10 4X6 8X10 4X6 5X6 1-9-11 Face = 0-2-8 3.00 0-5-0 � ! 4660# 8.001' -` •� 17 1 11--0--0�� (R0-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE T 20 GA TESTED PER ANSI/TPI 1-1995 �M- aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEOO.FL32766 Design: Mwrlr Analysis VVAKN]Ntx: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing (- not erection b-ing, wind bractrlg, portal bracing or slnhilar bracing .which Is a part of the building design and which must be consfdered by the building desfoul. racing shown is for lateral support of truss members only to tedu- buckllnng length. Prov95imns must be made to anchor lateral bracing at ends and specified locations dcl.-nined by the buildlug designer. Additional bracing of the overall structure may be required. (See 111E-91 of TP ). :Truss Plate Institute. TPI, is located at 583 D'Onof la Drive, 'Nladison, Wise. -in 5371% JOB P,4TH: C. WEE -LOX WOMEDlR TI: A QTY:4 =====eF========Joint Locations=====__==-___ 1) 0- 0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 16) 15-.9- 5 4) 11- 6-11 12) 40- 0- 0 20) 17-10-.Ir 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ----- TOTAL DESIGN LOADS ------- Uniform PLF From PLF To--- TC Vert L+D -46 -1- 0- 0 -46 7-'4- 0 TC Vert L+D -23 TC Vert L+D -46 7- 4- 0 -23 32- 8- 0 32- 8- 0 BC Vert L+D -20 -46 0- 0- 0 -20 41- 0- 0 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 --MAX• REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loa Type 0- 4- 0 4660 39- 8- 0 4660 -16 -1847 BOT PIN 0 -1818 BOT H-ROLL 9 10 111 U 8X10 4X6 A8X14 T 3X4 0-6-6 5X6 13.00 Face = 0-2-8 080 4660# 8.00'I 1-0-0 1475# (1110-10-10) scale = 0.1595 Eng. Job: -WZ-ARLK- Dwg: Truss ID: A Dsgur: TLY Chk: Date: 6-26-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09-05_n7- 757r,7- A HCS. 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/or designs fumished to the truss designer by the client and the correctness or accuracy, 1 f this information as it may relate to a spe- jcific project and accepts no responslbility 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 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 shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a matlmum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, urdess otherwise shown. FABRICATION NOTES Prior to fabrication; the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Totalled over knotholes. knots or distorted grain. Members shall be cut _ for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide, x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes abased on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss Is not [o be fabricated with fire retardant treated lumber unless otherwise showvn. For additional Information on Quality Control refer to 7 ANSI/TPI 1-1995 PRECAUTIONARY NOTES UI bracing and erection recommendations are '.o be followed in accordance with "Handling nstalling & Bracing', HIB-91. Trusses are to ie handled with particular care during banding and bundling. delivery and installation to avoid iamage. Temporary and permanent bracing or holding trusses in a straight and plumb pos- tion and for resisting lateral forces shall be lesigned and mslalied by others. Careful hand- Ing Is essential and erection bracing Is always equired. Normal precautionary action for russes requires such temporary bracing during nstallatlon betweefi trusses to avoid toppling and dominoing. Th<superviston of erection of tosses shall be under the control of persons xperienced in the installation or advice shall be sought If needed. oncentratlon of. construction loads greater ban the design loads shall not be applied to losses at any Ume. No loads other than the velght of the erectors shall be applied to ntsses until after all fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 L=-0.49" D=-0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 T 5-0-8 0-6-6 A_ T_ Face = 0-2-8 3.00 WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.12011 nails spaced 811 o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC". .FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 TI: B QTY:1 ======_=======Joint Locations============- 1) 0- 0- 0 5) 31- 4- 0 ` 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ---MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 55. -988 BOT PIN 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1007# 6X8 4X6 RX10 wQ 6 5X6 T 0-6-6 4-10-6 13 00 Face = 0-2-8 080 8-3-I1 22-0-10 1 8-3-11 1366# 8.00" II 10 9 7 1-0000 1366# 8.0011 (RO-10-10) I (- 40-0-0 1- _o EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO0-1100-10) scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0VIED0.FL.327G6 Design: Matrix Analysis IiYHKMIVte: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the binding deslgm and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of fire overall structure may be required. (See IJIB-91 of 9'Pp. (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: CATEE-LOKWOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: B Date: 4-21-03 DurFac - Pit: 1,25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: I1CS: 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 hrfonnallon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responslbiltty or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as au Individual building component in accordance with ANSI/TPI 1-1995and NDS-97 to be Incorporated as part of the building design by.a Building {Designer (registered architect or professional !engineer). When reviewed for approval by the !building designer, the design loadings shown +must be checked to be sure that the data shown ;are In agreement with the local building codes, '.local climatic records for wind or snow loads, ;project specifications or special applied loads. ;Unless shown, truss has notbeen designed for ;storage or occupancy loads. The design assumes 'compression chords (top or bottom) are eonUnu- iously braced by sheathing unless otherwise 'specified. Where bottom chords In tension are snot fully tinted latently by a properly applied (rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector ;plates shall be manufactured from 20 gauge hot pped galvanized steel meeting ASTM A 653. ,Grade 40, unless otherwise shown. I !FABRICATION NOTES :Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in 'conformance with the fabricator's plans and to ,realize a continuing responsibility for such veri- fication. Any djscrepancies are to be put in ;writing before cutting or fabrication. Plates shall not be installed over knotholes, 'knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con-- °nector plates shall be located on both faces of the truss with nails fully imbedded and shall be 'sym. about the joint unless otherwise shown. A $x4 plate is 5" wide x 4" long. A 6x8 plate is 6" .wide x 8" long. Slots (holes) run parallel to thrplate length specified. Double cuts on web members shall meet at the ce.troid of the webs unless otherwise shown. Connector zes plate sizes are minimum sibased on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not io 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 Instilling & 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 stnlghtand plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- H g is essential and�erecton bracing Is always irqutred. Normal precautionary action for fusses requires such temporary bracing during lnstallatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. �'oncentrallon or construction loads greater Than the design loads shall not be applied to lasses at any time.' No loads other than the '"eight of the erectors shall be applied to irusscs until after all fastening and bracing s completed. its: AKLIM-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 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.42" D=-0.44" T=-0.86rr MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB = 1.15 '1 U 5-8-8 0-6-6 Face = 0-2-8 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 141-011. WndLod per ASCE 7-98, C&C, V= 125inph, 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. FORCEt..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: i ==============Joint Locations=======_==_==_= 1) 0- 0- 0 5) 40 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Lot 0 4- 0 1366 58 -992 BOT PINNe 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE; Support 1 992# Support 2 1011# 6X8 8X10 I've 0 0-6-6 5X6 T T 5-6-6 1 3.00 � 3.00 Face = 0-2-8 0-8- f�080 9-7-11 11 19-4-10 9-7-11 1 1366# 8.00" S 6 1-0-0-0 1366# 8.0011 (RO-10-10) I iV 40-0-0 1_p_0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-1010-10) scale = 0.1595 (Maronda SystemS 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.Fi_32766 Design: Mmrit Analysis riHK1 INU: 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 erecton bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral braciug at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPl). (Truss Plate Institute, TPI, is located at 583 D'Ouufrio Drive, Madison, Wisconsin 53719). JOB PATH: C.TEE-LOKWOMEDIR Eng. Job: Dwg: Dsgnr: TLY Cbk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: C I Date: 4-21-03 DurFac - Lbr: 1.25 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 Information provided by the client. The designer disclaims any responsibility Tor damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this information as It may relate to a spe- cUic 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 Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied 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 specifed. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a madmum spacing'of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication', the fabricator shall review .. this drawing to verify that this drawing is in conformance with the fabricator's plans and to -realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not beInstalled over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A l:5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" -wide x 8" long.-Slots.(holesl run parallel to Ahe plate length spcctfled. Double cuts on web members shall meet at the centroid of the webs :unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown :and may need to be increased for certain hand - ,ling and/or erection stresses. This truss is not - to befabricated with fire reldant treated lumbar er unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 a I PRECAUTIONARY NOTES All bracing and erection recommendations are J. be followed In accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid (damage. Temporary and permanent bracing tfor holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be 'designed and Installed by others. Careful hand- Rting Is essential and erection bracing Is always �required. Normal precautionary action for trussm requires such temporary bracing during ;Installation between trusses to avoid toppling .,and dominoing. The supervision of erection of ;trusses shall beunder the control of persons 'experienced In the installation of trusses. �rofessional advice shall be sought if needed. Concentration of construction loads greater (than the design loads shall not be applied to .trusses at any time.' No loads other than the eight of the erectors shall be applied to trusses until after all fastening and bracing ?s completed. _ JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP 42 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 6,8 3-PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 976# Support 2 1010# MAX LIVE LOAD DEFLECTION: L/999 L=-0.3311 D=-0.35" T=-0.68" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.34rr MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.17" RMB = 1.15 T 5-7-8 1 0-6-6 Face = 0-a ss 3.001 -10-8 WO: ARLK WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in.INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE...CSI 1- 2 -8904 0.26 2- 3 -10312 0.27 3- 4 -12521 0.09 4- 5 -14727 0.24 5- 6 -14724 0.22 6- 7 -9430 0.24 7- 8 -8166 0.23 --� 3-PLYS REQUIRED 0-8 ..BC...FORCE ... CSI 16-15 7956 0.61 15-14 8150 0.60 14-13 9649 0.40 13-12 12691 0.61 12-11 8849 0.46 11-10 7484 0.56 10- 9 7294 0.56 TL Cl QTY: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 ------ Uniform PLF From PLF Tp--- TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 2905 86 -976 BOT PIN 39- 8- 0 2688 0 -1010 BOT H-ROLL 8X10 6X8 1 nxi a o 2905# 8.001, - - 14 1-0-0 Cd341;+)P A ES (24) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 19341f (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mainz Analysis WHKININIX 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 bmehng, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See $1B-91 of TPq. (Truss Plate Institute, TPI, is located at 583 D'Onotrio Drive, Madison. Wisconsin 53719). JOB PATH C.ITEE-LOKIHOMEDiR 0-6-6 5X6 T -dace = 0-2-8 T 5-5-6 1 111 10 __1 9 2689# 8.001t 10-0 (RO-10-10) scale = 0.1595 Eng. Job: W : ARLK - Dwg: Truss ID: Cl Dsgnr: TLY Clrlc: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 215R 1- 7 HCS: 08.20-02 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. rsponsibdityfor damages as a result of faulty or incorrect information. specifications. and/or designs fum(shed to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- ctfic pr jeer and accepts no responsibility or _ exercises no control with regard to fabrics lion. handling.. shipment and Installation of trusses. This truss has been designed as,an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building !3 Designer (registered architect or professional 4 engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown Sane in agreement with the local building codes, 'local climatic records for wind or snow loads, project specifications or special applied loads. 1Unlessshown, truss has not been designed for a storage or occupancy loads. The design assumes compression chords (top or bottom) are.conttnu- ;ously braced by sheathing unless otherwise specified. Where bottom chords in tension are ,not fully, braced laterally by a properly applied ;rigid ceiling, they should be braced at a ,mazlrnum.spacingof 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot idipped galvanized steel meeting ASTM A 653, Grade 40, sunless otherwise shown. 'FABRICATION NOTES !Prior to fabrication, the fabricator shall review ethis drawing to verify that this drawing is in lconfornance with the fabricator's plans and to 6 ahze a continuing responsibility for such vert- " ificatton' Any discrepancies are to be put in kwriting before cutting or fabrication. iPlates shall not be linstalled over knothotes, .Its: 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 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# .Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L=-0.3511 D=-0.36" T=-0.7111 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T=A.21 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.. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT'zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing•Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -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 J iknots or distorted grain. Members shall be cut ,for tight filling wood to wood bearing. Con- - 6X8 8X10 ,nector plats shall be located on both faces of - - ithe truss with nails fully imbedded and shall be nsym„about the Joint unless otherwise shown. °A' 5x4 plate 1% 5" wide x 4" long. A 6x8 plate Is 6" 4X6 - ;wide x 8" long. Slots (holes) run parallel to - the plate length. specified. Double cuts on web .6-4-8 'members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes S - 0-6-6 - - 8X14 re minimum sizes based on the forces shown and.may need to be increased for . certain hand- 8X1'0 , filling and/or erection stresses., Thistruss is not 3X4 tobe fabricated with fire retardanttreated lumber unless otherwise shown. For additional - - infon..atxm on Quality Control refer to, - SX'6 2-8-15 - ANSI/TPI 1 isss s Face = 0-2-8 3.00 0-8 PRECAUTIONARY NOTES All bracing and erection r omm-dat orrs to be followed in accordance with "Handling Installing & Bracing", HIH 9l. Trusses are to I V 10-11-11 16-8-Installing be handled with particular care during banding - _ ld - --:. �l 13 and bundling, delivery and installation to avoid` 1366#! 8.0V damage. Temporary and permanent bracing- - - - - for holding trusses in a straight and plumb pos- 1-0-0 - - ition and for rsisting.lateral forces shallbe designed (RO-10-110) �- 40-0-0 - and installed by others. Careful hand- ling is essential and erection bracing Is always _ required. Normal precautionary actin for - - EXCEPT AS SHOWN PLATES _ - ARE TL20 GA TESTED PER ANSI/TPI 1-1995' Irusses requires such temporary bracing. during Installation between trusses to avoid toppling - - WARNING: READ ALL NOTES ON THIS SHEET. and dominotng. The supervision of erection of Wsscenmishall under the control oCpes. ' o- py 'turd' Sy5te A COPY OF THIS DRAWING TO BE GIVEN TO nthein Cxperienced N the installation of trusses. Y - H $ ERECTING Professional advice shall` be. sought if needed. CONTRACTOR. - Concentration of construction. loads greater - .. Than the design loads shall not be applied to trusses any loads - 4005MARONDA WAY _ BRACING WARNING: - atother than the weight of any eclo s erectors shall applied to - $ANF�RD, EL. 3277,1. - Bracing shown bn this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing in b trussesleted until alter all fastening and bracing - (407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by the building designer. Bracing sll-w- Is for lateral support of truss to reduce Is .completed. - - TOMAS gmmbers only buckling -length. Provisions. must be made to anchor lateral bracing at ends and. specified locations determined by the building designer PONCEI- E. Additional bracing of the overall structure may be required. (See H16-91. of TPI). LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrfo Drive. Madison, Wisconsin 537191 1005 VANNF 3A DR.OVIEDO FI-32766 Design: Mairfr Analysis JOB PATH: C;17EF-LOKIHOMEDIR TI: D 9TY:1 =====_ -----==Joint Locations== = 1) 0- 0- 0- 6) 33- 9- 2 11) 20- 0- �0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- D- 0 5)'28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1365 88 -975 BOT PIN e 39- 8- 0 , 1366 0 -1009 BOT . H-ROLL 6 3.00 6-2-6 ,0-6-6 5X6 Face = 0-2-8080 - -1V-11-11 9_ 8 1366# 8.0011 o i (RO-10-10) - 3 scale" 0.1595 Fng. Job: W : ARLK Dwg: - Truss ID: D Dsgiir: "TLY CIA: Date: 4-21-03 TC Live 16.0 psf. DurFac - Lbr: - 1.25 - TC Dead 7.0 psf DurFac.-: Plt: .1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Dese: TOTAL- 33:0 psf V:0 .05.02- 21582- 80 urc- nu in no DESIGN INFORMATION This design is for an individual budding component and has been based on information provided by the client. The designer disclaims - any responsibWty for damages as a result of faulty or incorrect lnf-atlon, specifications and/or designs forms hed to the truss designer by the client and the correctness or accuracy of this information - 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 j trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown �., are in agreement with the local building codes. - local climatic records for wind or snow loads, project specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes P compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are i not fully braced laterally by a properly applied rigid ceiling, they should be braced at a p@ maximum spacing of 10'-0" o.c. Connector g plates shall be manufactured from 20 gauge hot !! dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES IPrior to fabrication, the fabricator shall review' - this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted grain. Members shad be cut ,for Light fitting wood to wood bearing. Con- nector plates shad be located on both faces of tire truss with nails fully Imbedded and shall be ! sym. about the Joint unless otherwise shown. A 3 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parade! to the plate length specified. Double cuts on well members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes -are minimum sizes based on the forces shown and may need to be Increased for certain hand- lltng and/or erection stresses. This truss is not+ to be fabricated with fire retardanff treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 {PRECAUTIONARY NOTES EAN bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid I damage. Temporary and permanent bracing. I for holding trusses in a straight and plumb pos- ' ition and for resisting lateral forces shall be .designed and Installed by others. Careful hand- r ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during ElE installation between trusses to avoid toppling and dominoing. The supervision c erection of - trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time: No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 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 6-4-8 0-I6-6 m Face = 0418---Ad_]IO-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= Encl L= 58.0 ft W= 40.0 ft Truss in-INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC.-. FORCE ... CSI 1- 2 -3949 0.44 - 2- 3 -3824 0.41 3- 4 -4342 0.45 4- 5 -4342 0.45 5- 6 -3825 0.42 6- 7 -3949 0.46 ..BC ... FORCE ... CSI 14-13 3535 0.78 13-12 3584 0.71 12-11 3483 0.58 11-10 3484 0.58 10- 9 3584 0.71 9- 8 3536 0.78 TI: DI QTY:1 ==============Joint Locations===========---= 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- o 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 11-4-0 17-4-0 11 11-4-0 1 2 4 6 7 6.00 _ - 0 6X8 Ryin �vv JAI# 6-2-6 0-6-6 5X6 --mace = 0-2-8 080080 10-11-11 1G-8-10 1 13 12 10 11<ll 1. 1366# 8.0011 11 10 9 8 1-0-0 1366# 8.0011 40-0-0 1-0-0 Cd�O) P A 'ES (24) 2X4 � (RO-1010-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED. PER ANSI/TPI 1-1995 scale = 01595 i rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VA NE A DFZOV EDOSL_32766 YVAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dewing is not erection bracing, wind bracing, portal bracing rsuntlar bracing which is a. part of the building design and which must be considered by the building designer. Bracing showm is for lateral support of truss members only to reduce buckling length. Provisions must be made to for lateral bracing at ends and specified locations determined by One building designer. Additional bracing of the overall structure may be required. (See HI13-91 of TPI). - (Truss Plate Institute, TPI, is located at 583 D'Onof io Drive, Madison, Wisconsin 53719). Fng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psf TOTAL 33.0 usf Truss ID: D1 Date: 4-21-03 _. - r-vt. 1.40 . DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Matrix Analysis JOB PATH: C:17LE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a. result of faulty or incorrectinformation, 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 aspe- cific project and accepts no responslbWty or exercises no control with regard to fabrica- lion,'handling, shipment and installation of . trusses. This truss has been designed as an fi individual buildingcomponent in accordance with ANSI/TPI 1-1995 and NDS-97 to beincorporated as part of the building design by a Building , Designer (registered architect or professional engipeerl. When reviewed for approval by the building designer, the design loadings shown I most be checked to be sure that the data shown i are to agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Np Unless shown, truss has not been designedfor t storage or occupancy loads. The design assumes r compression. chords (top or bottom) are con tlnu- p ously braced by sheathing unless otherwise speclfed. Where bottom chords in tension are 1 not fully braced laterally by a properly applied. g rigid telling, they should be braced at a maximum spacinglof 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot E dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 'FABRICATION NOTES f Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in 4 conformance with the fabricator's plans and to 1 :reslize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be insialledover 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 nallsfully imbeddedand shall. be 1 sym., about the joint unless otherwise. shown. A i 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 gmembers shall meet at the centroid of the webs lunless otherwise shown Connector plate sizes areminLnum siz-:based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses.. This truss Is not . i,to be fabricated with fire retardant treated ' - lumber unless otherwise shown. For additional Information on Quality Control refer to 1 ANSI/TPI 1-1995 - P PRECAUTIONARY- NOTES . All bracing and erection recommendations.. are to befollowedin accordance with "Handling Installing & Bracing", HIB-91. Trusses are to ,be handled with particular care during banding sand trundling; delivery and installation to avoid damage. Temporary andpermanent bracing t t Iding truss Ina straight and plumb p-- ltion and for resisting lateral forces shall be ,designed and installed by others Careful hand )ling is essential and'erection boaring is always. gequ[red. Normal precautionary action for PM'Tses requires such temporary bracing during_ u'n betiveenrtrusses 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 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 i eight of the erectors shall be applied to trussesuntil after all fastening and bmcing is completed. JD. ^KL11VV11J14 & sa(µ Al.: 1U# UPI-11-1 L).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: Support1 974# Support 2 1008# - MAX LIVE, LOAD DEFLECTION:. -L/999 L=-0.3211D=-0.33" T=-0.651, MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.4211 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" 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. 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.L".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 6X8 TI: E QTY:1 1) 0-0- 0 6) 33- 1- 2 ll) 20- 0-'0 2) 6-10-14. 7) 40- 0- 0 12) 12-11-11 3) 12- 8-`0 8) 40- 0- 0 13) 6-10-14. 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 --MAX. REACTIONS PER'BEARING LOCATION---- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 4X6 4X6 7-0-8 0-6-6 8X14 4X6 8X14 6-10-6 3X4. 0-6-6 3X4. 5X8 3-0-15 SX8 Face 0.2-8 0-8_0 3OJ O 1 3.00 Face = 0-2-8 �a0-8-0 12-3-11 14-0-LO 12-3 11 1 13 " 12 " 1366# 8.001 11 10 9 8 11-0-0-0 _ 1366# 8.00n (R0-10-10) I - I� 40-0-0 1 100 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED'PER ANSI/TP1 1-1995 �(-110-110-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. ED WO. ARLK Maronda SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Truss ID: E CONTRACTOR. Y Chk: Date: 4-21-03 _ 4005 MARONDA WAY BRACING WARNING: 164 psf, DurFac - Lbr:' 1.25Bracing shown'on this.. drawing is not erection bracing, wind bracing, portal bracing or similar bracingd 7.0 psf DurFac Pit: 1.25SANFORD, FT . 3277I which is a part of the building design and which must be considered by the building designer. Bracing(407) 32I 0064 Fax (407) 32I-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be 0.0 psf O.C. Spacing: 24.011 made to anchor lateral bracing at ends and specified locations determined by the budding designeeDe$1ryn Criteria:. TPI TOMAS PONCE P.E. Additional bracingofthe overall structure may be required. (See HIB-91 ofTPp. ] 10.0 psf igLICENSE #0050068 .. (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive Madison, Wisconsin 53719).Code De$c: 1005 VANNESSA DROVIEDOSI-32766 33.0 sfp V:09A5.02- 21584- 82 Design: Mntriz Analysis •• "!OB PATH: C.-ITEE=LOKIHOMEUIR � - � " FICS: 68.20.02 Jn: HKLING]QN K 3&4 AC: DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Thisdesign is for,an individual. building BOT CHORDS: 2X6 SP #2 component and has been based on information WEBS: 2X4 SP #3 provided by the clienC The designer disclaims for damages 2X4 SP #2 - 4,6 any nslbWty as result of faultyy or or incorrect Information, Information, specifications All COMPRESSION Chords are assumed to be and/or designs furnished to the truss designer continuously braced unless noted otherwise. by the client and the correctness or accuracv- of this information as it may relate to a spe-, PROVIDE UPLIFTCONNECTION PER SCHEDULE -- rifle project and accepts no responsibWtyor - - Support 1 974# exercises no control with regard to fabrics- tion, handling, shipment and installation of Support 2 1008# pp trusses. This truss has been designed as an MAX ALIVE LOAD DEFLECTION: - individual building component in accordance with L/999 ANSI/TPI I-1995 and NDS-97 to be Incorporated. -L=-0.32" D=-0.33" T=-0.65". D part of the building design or a Building Designer (registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: engineer). When reviewed for approval by the h T= 0 - 42" ",-- building designer,lthe`design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: Imustbe checked to be sure that the data shown T=. 0 - 21,- are in agreement with the local building codes, local climatic records forwind or snow loads, _ RMB = 1.15 project specNcatlons or special applied loads. Unless shown, truss has not been designed for - storage or occupancy loads. The design assumes ' compression chords Itop or bottom)are continu- ously braced by sheathing unless otherwise - ' specified. Where bottom chords in tension are r not fully braced laterally by a properly applied '- i ggid ceiling, they should be braced at a maximum spacing of 10'-0"o.c. Connector plates shall be manufactured from 20 gauge hot - - dipped galvanized steel meeting ASTM A 653, - - Grade 40, unless otherwise shown. - I "FABRICATION NOTES ;Prior to fabrication: the fabricator shall review 12-8-0 ithis: drawing to verify that this drawing is in /I Jconformance with the fabricator's plans and to f 1 2. 'realize a continuing responsibility for such veri- - ficalion. Any discrepancies are to be put In - - - O 'writing before cutting or fabrication. WO: ARLK WE: 11 Plate(s) OFFSET. from joint center. The JointDetailReport must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLELOADS -- This design is the composite result of multiple loads- 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= 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 Plates shall riot be.mstalled over knotholes, knots or distorted grain. Members shall be cut ' - 6X8 - - 3X4 for tight fitting wood I: wood bearing. Con- 6Xi inector pla[esshall.be located on both faces of - - - the truss with nails'fully imbedded and shall be ksym. about thejoint unlms otherwise shown, A ,5x4 plate is 5" wide s 4" long. - A 6x8 plate is 6,' - 4X6 :wide x 8"long. Slots (holes) run parallel to - Fthe plate length specified. ,Double cuts on web 7-0-8 _ !members shall meet at the centroid of the webs kunless.otherwiseshown. Connector plate sizes_ 'are 0-6-6 4X6. minimum sizes: based on the forces shown fond 18X14] sit14 may need to be increased for certain hand- }ling -and/or erection stresses. This truss Is not 3X4 ;to be fabricated with fire retardant treated (lumber unless otherwise shown. For additional 'information on Quality Control refer to - SX8 . 3-0-15 I ANSI/TPI 11995 Face = 04d y0b0 j8 PRECAUTIONARY NOTES 080 ----- Ali bracing and erection recommendations are - ' to be followed in accordance with. "Handling Installing.& Bracing', HIB 91-. Trusses are to 1 12-3-11 14-0-10 be handled N-th particular care -during banding . 13 , and bundling, delivery' and installation to avoid damage. Temporary and permanent bracing - 1'366#{ 8.00° - - 12 11 10 _' for holding trusses in a straight and plumb pos= IUon 1'0-0 - and for resivirg lateral forces shall be d igned and installed by others. Careful hand- -CCf).P ES (1.2) 2X4' 40-0-0 Ling it ,L Nonal and Precaerection bracing is always equtrcd_ N alpPrecautionary -ary action for ,A \ EXCEPT AS SHOWN"' PLATES ARE TL26 GA TESTED' PER ANSI/TPI .cusses requires such temporary bracing duringpsLaflation 1-1995 indd minor g. Th,trussestoavoldtoppong and dotninoing The supelvisioaof erection - {�/ i®.ARNI�IG: READ ALL NOTES ON THIS SHEET. of.- � sses stiallb under the controlofpersons In the installation of trusses. ��- [=Maion(�e�..SJ/S>telii$ A COPY OF.THISDRAWING.TO BE GIVEN TO ERECTINGxperienced fessional advice shall be sought If needed- CONTRACTOR., - - ncentmtion of construction loads greater hanthedesignloadsshallnot beapplied to cusses at any time. No loads other than the- ,4005 MARONDA WAY BRACING -WARNING: v eight of the erectors shall -be applied to - cusses fastening SANFORD, FL. 32771 Bncing shown on this dnwin is not erection bracing, wind-6rarin g .- g g, portal bracing or similar bracing which is apart of the building design until after all and bracing s completed ' (407) 321-�064 Fax 321.-3913. - and which must be considered by the building designer. Bracing shown is for latent support of truss members only to reduce buckling length.. Prortlsimrs TOMAS PONCE P.E. must be made to anchor latent bracing in. ends ands flied locations determined by the building designer. Additional LICENSE #0050068 bracing of the overall structure m y be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive Madison Wisconsin 537191 1005 VANNESSA DR-OVIEDO.FL32766 Design: Matrix Aualysls JOB PATH C:17EE-LOKIHOMEDIB TI: El QTY:1 ===Joint Locations-====_______„__ 1) 0- D- 0 6) 33- 1- 2 ` 11) 20- 0- 0 21 6-10-14 7) 40- 0- 0 12) 12-11-11 i 3) 12- 8- 0 8) 40-'0- 0 13) 6-10-14 ` 4) 20- 0- 0: 9) 33= 1-.2 14) 0- 0- 0' I 5) 27-4- 0 10) '27- 0.- 5 ----MAX. REACTIONS'PER•BEARING LOCATION----- X-Loc Vert. Horiz Uplift,Y=Loc Type 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 0 4X6 6-10-6 0-6-6` 3X4 5X8 3.00 Face _ 0-2-8 080 12-3'-11 9 g ._ 1.366# 8.001f 1 (RO-10-10) Y scale "= 0.1595 Eng. ;Job: W : ARLK Dwg: • Truss ID: E I Dsgnr: TLY Chk: Date: 4-21-03 TIC Live 16.0 psi . DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI. Code Desc: TOTAL 33.0 -psf - V:09.05.02- 21586- -83 HCS: 08.20.02 I ;DESIGN INFORMATION !This design is for an Individual building Icomponent and has been based on Information [.Provided by the client. The designer disclaims ny responsibilltyfor damages as a result of `faulty or incorrectlnronnation, specifications and/or 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 fabrim otIon, handling, shipment and installation of hisses. This truss has been designed as an )individua) building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated 'as part of the build in g design by a'Bullding :Designer (registered architect or professional. �englneer). When reviewed for approval by the :building designer,;the design loadings shown mustbe 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 beendesigned for storage. or occupancy loads.. The design assumes compressionchords(top or bottom) am continu- ously braced by sheathing unless otherwise specified,. Where bottom chords In, tension are. not fully, braced laterally by a properly applied rigid ceiling, they should be bmeed at a - maximumspacing of 10'-0" o.c. Connector plates shall be manufactured 'from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing 1s in conformance with the fabricator's plans and to realize a continuing responsibWty for such ven- fication. Any discrepancies are to be put in writing before cutting or fabrication. - -- Plates shall not be'tnstalled over knotholes, knots or distorted grain. Members shallbe cut for tight fitting wood to woodbearing. Con- nector plates shalllbe located onbothfacesof the t"ss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate 1s 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 sfiall meet at the centroid. of the webs" unless otherwise shown. Connector plate sizes are minimum sizes' based on the forces shown and may need to be increased-for,certain hand- itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber-unlessotherwise shown. For additional. Information on Quality Control refer to ` ANSI/TPI 1,1995 PRECAUTIONARY NOTES All bracing and erection recommendations are Le, be followed in accordance with "Handling Installing& Bracing"', AIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid iamage. Temporary and permanent bracing For holding Imsses in a straight and plumb pos- itlon and for resisting lateral forces shall be resigned and Installed by others Careful hand- iing is essential and erection bracing is always equired. Nom,al precautionary action for russes requires such temporary bracing during nstallation behveen trusses to avoid toppling and domigoing. The supervision of erection of .cusses shall be under the control of persons xperi'meed In the installation of trusses. - r fessional advice shall be sought If needed. oncenl.atkm of construction loads greater hart the design ]oads shall n of be applied to nrsses at any time- No loads other than the weight of the erectors shall be applied to russes until after all fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x6 SP 42 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=-0.6l" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 7_8-8 1 0-6-6 Face = 0-2-8 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, J C&C, V='125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld-Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4:2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2- 3 ` -3545 0.43 13-12 3656 0.68 3= 4 =3503 0.33 12-11 3195 0_48 4 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 TI: F 61TY:1 ===_==========Joint Locations=============== 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7 6-14 7) 40 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- D- 0 .13) 7- 6-14 4) 20- 07 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 - ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz' Uplift Y-Loc'-Type 0- 4- 0 1365- 94- -973 BOT PIN 39- 8- 0 1365 0 -1007 130T H-ROLL Q 6.00 3.00 I 3.00 0-6-6 5X8 Face = 0-2-8 7-6-6 080 13-7-11 11=4-10 13-7-11 1366# 8.00° 13 12 11 10 9 S 1�0-u 1366# 8.0011 (R0-10-10) I r 40-0-0 _1-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-110-10) scale 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Marc tl(Ia Systems 'A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg:. Truss ID: F CONTRACTOR. Dsgur: TLY Clilc: Date: 4-21-03 4005 MARONDA BRACING WARNING: = TC Live 16.0 psf DurFac - Lbr: 1.25 .WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, g -similar g g. g, portal binsn which Is a part of the building design and which be TIC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 must considered by the building designer. Brack,g shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detennined by the building designer. Additional bracing of the overall structure may be required. (See HIB'-9I of 9Pi). 1. BC Dead 1�.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: .'- 1005VANNESSA DR. OVIEDO. FL32766 - TOTAL 33.0 psf VQ9-.05M- 21.587- 84 Design: Matra Analysis' JOB PATH. C:ITEE-LOKIHOMEDIR - HCS: 08.20.02 1 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 designs furnished to thetruss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control lvith regard to fabrim- non, handling, shipment and tnstalla[I.. of trusses. This truss has been designed as an Individual building component in accordance witt ANSI/TPI I-1995-and NDS-97 to. be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown. mustbe checked to be sure thatthe data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads - I"Unless shown, truss has not been designed for �. storage or occupancy loads. The design assumes compression chords (top or bottom) are commu- ously braced by sheathing unless otherwise specified. Where bottom chords Intensionare not fully braced laterally by a properly applied rlgid. ceiling, they should be braced at a maximum spacing of 10'-0"'o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanised steel meeting ASTMA 653, y Grade 40, unless otherwise shown. I FABRICATION NOTES Prior to fabrication( the fabricator shall review this Thawing to verify that this drawing is in conformance with the fabricator's plans and to ( realize a continuing responsibility for such ved- pf1c.7tion. Any discrepancies arc to be put in pgg writing before cutting or fabrication. t Plates shall not be installed, over knotholes, ff knots or distorted grain. Members shallbe cut sfor 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 fsym. about thelotnt unless otherwise shown. A. ,5z4 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 a membersshall meet at the cent -id of the webs - tunless otherwise shown. Conmector plate sizes aren inimum slzesbased on the forces shown; and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not Ill to be fabricatedwith fire retardant treated lumber unless otherwise shown. For additional IIrro-ation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage., Temporary and permanent bracing for holding trusses in a stralght and plumb pos Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ' ling is essential and 'erecti n bracing is always required. Noma] precautionary action for trusses requires such temporary bracing during Installation betweentrusses to avoid toppling and domhroing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. professional advice shall be sought if needed. . Concentration,of construction loads greater' than the design loads shall not beapplied to trusses at any time. No loads other than the. weight of the erectors shall be applied to trusses until afterall fastening and bracing. Ls conrpletc& Jess /-kKLIN(_�IUN K J&4 At,. 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP 42 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=-0.3011 D=-0.31" T=-0.6111 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T='0.21" RMB = 1.15 1 7-8-8 0-6-6 Face - 0-�� 13100 0-8-0 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, 1 C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat.,B, Kzt= 1.0 Bld Type= Encl L=,58.0 ft W= 40.0 ft Truss in INT zone,` TCDL 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or. Glazing Req TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2= 3 -3545 0.43 13-12' 3656 _0.68 3= 4 -3503 0:33 12-11 3195 '0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 13-7-11 11-4-10 122 11 1366# 8.0011 < 1-0-0 Cdi1�).P A ES (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 'GA TESTED PER ANSI/TPI 1-1995 Mar®nda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913. TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIED0,1'1_32766 Design: Matrix Analysis 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 bmemg, portal bracing or similar bracing which is apart of the building design and which must be considered by the building designer, Bracing shown Is for lateral support of truss members only to reduce buckling Iength. Provisions- rovisions most be made to anchor lateral bmctng at ends and specfied locations determinedby the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ITruss. Plate Institute, TPI, Is located at 583 D'Onolrio Drive, Madison, Riscuosm 53719). JOB PATH: ,C:ITEE-LOKIHOMEOIR TI: F 1 QTY:I 1) 0- 0- 0 .6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- D- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 --MAX• REACTIONS PER BEARING LOCATION----_ X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 BOT PIN. 39- 8- 0 1365 0 -1007 BOT H-ROLL 6.00 3.00 Eng. Job: Dwg: Dsgnr TLY Chk TC Live 16.0 TIC Dead 7.0 BC Live 0.0 BC "Dead 10.0 TOTAL 33.0 7-6-6 0-6-6 5X8 Face = 6-2-8 080 __*8' 8 1366# 8.000_11� (R0-10-10) scale = 0.1595 Truss ID: F 1 Date: 4-21-03 PSI` DurFac -'L6r: '1.25 psf DurFac - Pit: 1.25 psf O:C. Spacing: 24.0" psf Design Criteria: TPI - Code Desc:- Psf V:09.05.02- 21588- 85 HCS. 08-20-02 " DESIGN INFORMATION This design is for an individual building component and has been based oil Information provided by the client The designerdisclalms any responsibility for d Wages as a result of faulty or incorrect.information, specifications. and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with. regard to fabrica- Hon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance wilt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the. design loadings shown - ::must be checked tobe sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown: truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by properly applied rigid celling, they should be braced at a - ro-imum spacing'of W-O" o.c. Connecto2 plates shall be manufactured from 20 gauge hot '., dippedgalvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown: ,. ( I FABRICATION NOTES Prior to fabrication: the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's.plans and to .realize a continuing responsibility for such veri- fication. Any discrepancies are to -be put in dIwriting before cutting or fabrication. ` Plates shall not be installed ovecknotholes, - k,knots or distorted grain Members shall be cut for tight fitting wood to wood bearing Con- nector plates shallbe located on both faces of the truss with nafla1ully Imbedded and shall be sym.-about the Jolnbunless otherwise shown- 'A &••1.5X4:plate is 5" wide x 4" long. A 6x8 plate is 6" - mvide x long. slots (holes) run parallel to "the plate length specified. - Double cuts on web f-members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes (:a ruinlmuna sizes based on the forces shown .and may need to be Increased for certain hand- 'Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional - irrformaUon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and -erection recommendations are tobe followed in accordance with "Handling ' Installing & Br lefog". HIB-91.. Trusses are to be handled with particular care during banding 'and bundling, delivery andinstallation to -avoid ndamage. ,Temporary• and permanent bracing Sfor holding trus es in a straight andplumbpos- iition and fur resisting lateral forces shall be idesigned and installed by others. Careful hand Ming 1. .essential and; erection. bracing is always . (required. Normal precautlonary action for trusses requires such temporary bracing during installatlon between trusses to avoid toppling land dominoing. -The supervision of erection of trusses shall be under the control of persons iexperteneed In the installation of trusses. professional advice shall be sought if needed. !Concentration of construction loads greater (than the design Imas shall not be applied to Itrusses at any tune: No loads other than the .weight of the erectors shall be applied to ltnrsses until after all fastening and bracing ' is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS 2x4 $P" #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=-0.2811 D=-0.29" T=-0.5711 MAX HORIZONTAL TOTAL LOAD'DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.2111 RMB = 1.15 1 8-4-8 0-6-6 Face = 0-2=8 0-8-0 WO: ARLK WE: TI: G 6QTY:1 MULTIPLE LOADS -- This design is the ==============JCint LOCatiOnS===== Composite result of multiple loads. 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 All COMPRESSION Chords are assumed to be 2) 8- 2-14 6) 40- 0- 0 10) 15. 7-11 continuously braced unless noted otherwise. 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12' WndLod per.ASCE 7-98, C&C, V= 125mph, 4) 24- 8- 0 :, 8) 31- 7- 4 12) 0- 0- 0 H= 15.0 ft, I= 1.00, Exp.Cat. B,-Kzt= 1.0 BidType= Encl L= 58.0 ft - --- MAX. REACTIONS PER BEARING LOCATION------ W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc OL 4- 0 Vert 1365 Horiz ,Uplift Y-Loc Type Impact Resistant Covering and/or Glazing Req 39-`8- 0 1365 97 -972 BOT PIN 0 -1006 BOT H-ROLL ..TC..-.FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4046 0.48' 12-11 3638 0.79" 2- 3 -3417 0.42 11-16 - 3662 '0.67 3- 4 -3013 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 3.00 -3.00_ 8-2-6: 0-6-6 5X6 T Face -0-2-8 I - 14-11-11 14-11-11 1 1366# 8.00" 11" 10 8 1-0-0 �f � 1366# 8.00" (R0-10-10) I 40-0-0 .1-0-0 r((RROO-1100-10). EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: . WO' ` scale - o.1s9s ARLK ------ a1 onda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. Dsgttr: ,TLY Clik: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live. 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmilar bracing _ which is a part of the building design and which must be considered by the building designer. Bracing TC Deal] .7.0 psf, DUrFac - Pit: 1.•25 - (407) 321.-0064 Fax (407) 321-3913 shown is for lateral support of truss members oudy to reduce buckling length. `11 o0ions 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 locabmns detemuned by the building designer. Additional bracing of tl,e overall structure may be required (See HIB-91 ofTPII. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (truss Plate Institute, TPI, is located at 583 D'Ormfrio Drive, Madison, Wisconsin 53719E COde De$c coos vANNfssn DR. ov eoo.e 32766 TOTAL 33.0 psf V:09.05.02- 21589- 86 Design., MatrLt Analysis JOB PATH: C:17EE-LOK111OMEDIR HCS: 08.20-02 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 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 fabiica- lion, handling, shipment and installation of trusses. This truss has been designed - an Individual building. component in accordance with i ANSI/TPI 1-1995 and NDS-97 to be incorporated I as part of thebuilding design by a Building Designer (registered architect or professional - engineer). When reviewed for approval by the s building designer, the design loadings shown most be checked to be sure that the data shown E are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unicss 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 offs—ise r specified. Where bottom chords in tension are ` not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxio um spacing of 10'-0•' o:c. Connector plates shall be manufactured from 20 gauge hot 'dipped galvanized steel meeting ASTM A 653, I Grade 40. mils otherwise shown. I FABRICATION NOTES - Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- ification. Any discrepancies are to be put In ;writing before cutting or fabrication. uPlates shall not 6e _i lalicd overknotholes; knots or distorted grain. Members shall be cut tfor tight fitting wood to wood bearing. Con- ' eetor plates shad be located on both faces of !the Lmss with nails fully Imbedded and shall be %symi. about the joint unless otherwise shown. A '5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" 1-de x 8" long. Slots (holes) ran parallel to the plate length specified. Double cuts on web 6embers sha11 meet at the centroid of the webs Sunless otherwise shown. Connector plate sizes !are minimum sizes based on the forces shown and may need to be increased for certain hand - It ing and/or erection stresses. This truss is not .to be fabricated with Ore retardant treated `lumber unless olherwlse shown. For additional Innformation on Quality Control refer to Ilp 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 installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Men and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of busses shall be under the control of persons Lxperieneed in the Installation of trusses. �rofesslonal advice shall be sought it needed. Eoncentration of construction loads greater ,ran the design loads shall not be applied to. sses at any tune. No loads other than the Height of the erectors shall be applied to fusses until after all fastening and bmeing s completed. J15 Ptl<u1vi:1 VN 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: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 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= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC-..FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -4046 0.48 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 6XR 8-4-8 0-6-6 Face = 0418 -- 13-10S J— ----e� 0-8 1366# 8.0011 11 10 �1-0-0�P4,A CdM_H�)ES (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE, TL20 GA TESTED PER -ANSI/TPI 1-1995 �— WARNING: READ ALL NOTES ON THIS SHEET. N. 1aro itch Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is apart of the building design and which be (407)(�321-0064 Fax (407) 321-3913 must considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions be TOMAJ PONCE P.E. must made to anchor lateral bracing at ends and specified locations deter, red by Lhe build ng designer. Additional bracing of tine overall LICENSE1roQ$QQ6$ VANNESSA structure may be required. ISee HIB>91 oC TPq. T uses plate Insl.itu[e.'fPl, is located at 583 D'Gnnfrio Drive. Madison. WisconsOn 53719): 1005 DR.01,ED0,FL32766 Design: Matrix Analjsis JOB PATH: C:ITEE-LOKIHOMEDIR TI: GI QTY:1 =_ ====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 6.00 13.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.6 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 8-2-6 0-6-6 SX8 T Face = 0-2-8 080 7 1366# 8.001, 1-0-0 (RO-10-10) scale = 0.1595 111—N Truss ID: G1 Date: 4-21-03 DurFac - Lbr: 1--25 DurFac - Pit: 1.25 O.C. Spacing:..24.0" Design Criteria: TPI Code Desc: c 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 responstbWty 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 tnformatlowas It may relate to a spe- cific project and accepts noresponsibility or exercises no control with regard to fabrica- tion; handling, shipment and installation of trusses. This truss has been designed as an individual building ' comp onent In accordance with ANSI/TPI 1:1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the {building designer, the design loadings shown 'Must be checked to be sure that the data she" `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 hasnotbeen 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 to tension are not fully braced laterally by a properly applied ,rigid "ceiling„they sl ould be braced at a _maximuin.. spacing of 10'-0" o.c. Connector, platesshall be manufactured from 20 gauge hot dipped galvariized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication; thefabricator shall review this drawing to verify. that this drawing Ism conformance with the fabricator's plans and to realizea continuing responsibility for such verl- - heation. Any discrepancies are to be put In ivdtmg before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitttng wood to wood bearing. Con- erectorplates shall be located on both faces of ihe truss with natls Tully imbedded and -shall be sym. about'the Jomt unless otherwise. shown. A 5x4'Plate is 5" wide 4" long. A 6x8.plate is 6" wide x 8" long. Slots (holes) run parallel to th,plate length specWed.. Double cuts on web members dull meet at the centrold,of the webs unl-s�otherwise shown. Connector plate sizes are minimum sizes based on theforces shown and may need to be, increased for certain hand- Iingand/or erectioostresses: This truss is not to be fabricated with fire retardant treated lumber unless otherwtse shown. For additional Information on Quality Controlreferto ' ANSI/TPI 1-1995 PRECAUTIONARY NOTES . '111 bracing and erection recommendations are o be followed: in accordance with "Handling rstating & Bracing'•;', HIB 91.. Trusses are to -handled with particular care doring,banding urd bundling, dellvery-and Installation to avoid famage. Temporary and permanent bmchig. or holding I— In antra fight and plumb pos- tion and for resistlng lateral forces shall be lesigned and installed by othersCareful hand- ing is senbal and erection b ing 1 always pqulred. Normal precautionary action for Fusses requtres such temporary bracing during nsta0ation between.tnisses to avoid toppUng Lod dorninoing. The supervision of erection of - russes shall be under the control of persons xperienced in the Installation of trusses. :mfessional advice shall be sought if needed. 2oneentmtion of construction loads greater han the design .loads shall not be applied to russes, at any time. No loads other than tire. ,eight of the erectors shall be applied to rusesuntil after all fastening and b-co,g completed. - Jt$: AKL1Nt:i1UN K J&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS:. 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42"- MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0 21" RMB 1.15 -6X8 6X8 8X10 8X10 9-0-8 SX14 8X14 8-10-6 0-6-6 8X10 0.6-6 SX10 5X8 4-0-15 SX8 Face = 0-2.8 3.00 ( Face 0-2-8 080 ' ��_ 16-3-11 6-0-10 1 16-3=11 1366#•8.00 11 10 8 1-0-0 1366# 8.0011 40-0-0 1-0-0 (lto to-io)C EXCEPT j`-- AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (110-10-10) scale = 0.1595 WARNING; READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK dr®!I>Idd SyS$E111S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwgc Truss ID: H )] 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 0.12011 nails spaced 81, o.c Brace must extend at least 90% of web length. 2x6 Brace required on any web over 141-011. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat; B, Kzt= 1.0 -Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4060 0.48 .12-11 3655 0.79 2- 3 -3246 0.44 11-10 3672 0.66 3- 4 28990.30 10- 9 2899 0.45 4- 5 -3246 0.44 9- 8 3671 .0.66 5- 6 -4059 0.50 8- 7 3654 0.79 TI: H 6ZTY:2 Locations=============== .1) 0 0- 0 5) 31- 1- 2 9) 23- D- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ----MAX: REACTIONS PER BEARING LOCATION-----. X-Loc Vert Horiz Uplift Y-Loc Type 0- 4 -0 1366 64 -962 BOT PIN ,39- 8-_0 1365 0 .-996 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 - 962# Support 2 996#' 0 MA =0 CONTRACTOR. Dsgiw: TLY . Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC hive 16.0 psf DurFac - Lbr. 1.25 -. SAN F,OR�> FL. 32771 Bracing shown on this drawing Is riot erection bracing, wind bracing, portal bracing or stoular bracing r t ich Is a part of the building design and which be TC Dead 7.0 psf ` DurFae - Pit: 1-.25 (407) 321-0064 Fax (407) 321-3913 must co rsidered by the buildin,gdesigner. Bracing shown is for lateral support of truss members only to reduce buckling length. Pmvislons must be " to BC Live - 0.0 PSI*O.C. Spacing: 24.0" TOMAS PONCE P.E. Fade anchor lateral rg at ends and specified Iora Additional bracing of hea owe owe all st ucttlons determined by the building designer. ure may required. (See HIB-91 of TPI). BC Dead 10.0 - psf Design Criteria: TPI g LICENSE #0050068 1005 VANNES3 rrross Plate Institute. TPI: is located at 583,D'0nofno Drive. Madison, \v onsm 53719). Code De$e A DR.0%9EDO.FL32766 - Design: Mairir Analysis JOB PATH: C:17EE-LOKIHOMEDiR TOTAL 33.0 psf V:09.05.02- 21591- R HCS: 08.20.02 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. esponsibil ty'for. damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabilea- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, Ilocal climatic records for wind or snow loads, project specifications or special applied loads. I Unless shown, truss has not been designed for ( storage or occupancy loads. The design assumes compression chords (Lop or bottom) are continu- I ously braced by sheathing unless otherwise ! specified. Where bottom chords in tension are s not fully braced laterally by a properly applied rigid celllag, they should be braced at a axlrnum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hat dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES i Prior to fabrication, the fabricator shall review this drawing to verify that thisdrawing is in ).conformance with the fabricator's plans and to I.realize a continuing responsibility for such veri- Pication. Any discrepancies are to be put in rwrltmg before cutting or fabrication. QP,lates shall not be Installedever 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 I the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A i 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to - thc plate length specified. Double cuts on web f members shall meet at the centroid of the webs :unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown rand 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 JustaWng & Bracing', HID-91. Trusses are to ;be handled with particular care during banding -.and bundling, delivery and mstallatlon to avoid .damage. Temporary and permanent bracing `for holding trusses In a straight and plumb pm lition and for resisting lateral forces shall be (designed and Installed by others. Careful hand - fling is essential and. erection bracing Is always ,required. Normal premullonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced inthe installation of trusses. - Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weighto oC the erectors shall be applied to trusses until after all fastening and bracing is completed. JD.,MKLuvVIUN IN.56(4AL: 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=-0.2911 T=-0.5811 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.4211 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 9-5-0 i 0-6-6 Face = 0-2-8 0-8-0 6 0 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 0.12011 nails spaced 811 o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0, WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4063 0.48 12-11 3659 0.78 2- 3 -3143 0.45 11-10 3673 0.66 3- 4 -2826 0.30 10- 9 2825 0.41 4- 5 -3143 0.45 9- 8 3672 0.66 5- 6 -4062 0.50 8- 7 3658 0.78 6X8 6X8 l� 11 1366N 8.00" TO 1-0-0 (RO-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (M!1aronda Syste>r>tas 1 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Dn.OVIEDO.FL32766 Design: Matrix Analysis fNHKiIMINU: 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 sinitiar bracing which Is a hart of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of tire overall structure may be required. (See HIB-91 of TPI). (Truss Platte Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191, TI: I QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 5) 30- 8-10 9) 22- 2- 0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 ---- 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 130T H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 954# Support 2 988# 6.00 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 9-2-14 . 0-6-6 A- 5X8 T Face = 0-2-8 080 1 7 1366# 8.001, 100 (RO-10-10) scale = 0.1595 Truss ID: I Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc JOB PATH: C:(TEE-LOKIHOMEDIR HCS.- 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client' The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- effic 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 bunding 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 amhllect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. p Unless shown, truss has not been designed for i4 storage or occupancy loads. The design ass - compression chords ttop 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 ceIDng, they should be braced at a ma,xiinum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication; the fabricator shall review .this drawing to verify that this drawing Is In conformance hvlth the fabricator's plans and to realize a continuing re-sponsibilty for such ven- 1 tication. Any discrepancies are to be put in wrung before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Can- $ nector plates shall.be located on both faces of i the truss with nails. fully imbedded and shall be sym. about the joint unless otherwise shown. A ISx4 plate Is 5" widex 4" long. A 6x8 plate Is 6" );wide x 8" long. Slots (holes) run parallel to ,the plate length specified. Double cuts on web `members shall meet at the centrold of the webs .unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to be increased for certain Irmhd- 'Ung and/or erection stresses, This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additonal Information on Quality Control refer to ANSI/TPI 1-1995 1PRECAUTIONARY NOTES All bracing and erection recommendations are ito be 1"ollowed In accordance with "Handling ;Installing & Bracing, HIB-91. Trusses are to ,be bandied with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing 77for holding trusses in a straight and plumb pos- iltion and. for resisting lateral forces shall be 4deslgned and Installed by others. Careful hand- Illng 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 dominohrg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tune. No loads other than the iweight of the erectors shall be applied to lrusses until after all fastening and bracing trs completed. i JB: ARLINGTON K 3&4 AC TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 10# UPLIFT D.L. WO: ADK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. AllCOMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req N PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 702# Support 2 603# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.031, T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02'r MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 4-5-15 0-6-6 ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -792 0.33 7- 6 649 0.26 2- 3 -1539 0.42 6- 5 639 0.41 5- 4 1319 0.50 TI: J , QTY: ==============Joint Locations=============,-_ 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 Concentrated LBS Location BC Vert L+D -930 13- 0-.0 --- -MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift"Y-Loc Type 0- 4- 0 620 12 -702 BOT PIN 14- 2- 3 1307 0 7603 BOT H-ROLL 6 00 6.00 4X6 `` 14 2X4 6X8 620# 8.00" " (RI-1-7) r 14-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Marc da Systeirns 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax'(407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32766 Design: Matrix Analysis WAKNIi U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the bunding designer. Bracing shown is for latent support of truss members only to reduce bucklhhg length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 60nofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR 5 4-2-6 0-8-6 _t_ 1308# 3.62" 930# 1 scale = 0.4333 Eng. Job: : ARLK Dwg:' Truss ID: J Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI -0-0-0 sc: TOTAL 33.0 psf I V:09.05.02- 21594- 9 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and hasbeen based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- 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 Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression 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 properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped 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 Ib conformance with the fabricators plans and to realize a continuing responsibility for such veri- fkation. Any discrepancles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. :knots or distorted grain. Members shall be cut 4or 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 thejomt unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) ran parallel to ..the plate length specified. Double cuts on web rmembers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes `are minimum sizes based on the forces shown -and may need to be Increased for certain hand - Lung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on 9uality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Install(ng & Bracing'. 11I13-91. Trusses are to ibe handled with particular care during banding ( and bundling. delivery and installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- ition and for resisting lateralforces shall be designed and Installed by others. Careful hand- Iing is essential an&erection bracing is always required. Normal precautionary action for trusses requires such temporary bmcing during installation betweentrusses to avoid toppling and donlinoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 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 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 B1d 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 0.18, 3- 4 448 0.17 4- 5 27 0.11. TI: K QTY:2 Locations========_==__=_ 1) 0- 0= 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 3) 7- 4- 0 6) 13- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 42 -458 BOT PIN 12-10-12 422 0 -413 BOT H-ROLL G. 00 -6 00 -487# 8.00" 1-1-9 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ➢riaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matra Analysis 4X6 "_o 3X4 VUAKR91IMU: 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 bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may be required. (See Ii1B-9I of TPI). (Truss Plate Institute, TPI, Is located at 583 D'Onof l- Drive, Madmcri, Wisconsin 53719). JOB PATH: C:ITEE-L0KIH0r1fED1R 4-2-6 T 1-4-6 1 423# 2.50" scale = 0.4674 Eng. Job: : ARLK Dwg: Truss ID: K Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf . DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Dese: TOTAL 33.0 psf V:09.05.02- 21596- HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 This design is for an individual building BOT CHORDS: 2x4 SP #2 component and has been based on information WEBS: 2x4 SP #3 provided by the client. The designer disclaims 2x4 SP #2 3 any responsibility for damages as a result of fault or Incorrect information s eci11calions , S : 2X4 SP #2 Y . P 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 ecereises 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 EEFER he building design by a Buildtrugregistered arclutect or professionalWhen reviewed for approval by theesigner, the design loadings shownecked to be sure that the data shownement wiUn the Iota! binding 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 asstunes .compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 'specified. Where bottom chords in tension are .not fully braced laterally by a properly applied (rigid ceiling, they should be braced at a t—imum spacing of 10'-0" o.c. Connector ;'plates shall be manufactured from 20 gauge hot 'dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. (FABRICATION NOTES Prior to fabrication,, the fabricator shall review ithls drawing to verify that this drawing Is In 'conformance with the fabricators plans and to ealize a continuing responsibility for such veri- fication. Any discrepancies are 4o be put in writing before cutting or fabrication. - Plates shall not be Installed over knotholes, - knots or distorted grain. Members shall be cut (or tight fitting wood to wood bearing. Con- nector.plates shall: be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5z4'plate is 5" wide 4" long. A 6z8 plate Is 6" wide z 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 sizes are minimum sizes based on theforces shown and may need to be increased for certain hand- ❑ng and/or erection stresses. This truss is not io be fabricated with fire retardant treated lumber u ndess otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 r i PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling lostalling & Bracing% HIB-91. Trusses are to be handled with particular care during banding. "and bundling,. delivery and installation to avoid damage. Temporary and permanent bracing For holding trusses In a straight and plumb pos. ition and for resisting lateral forces shall be Jeslgned and Installed by others. Careful hand- ling is essential and erection bracing is always mqulred. Normal precautionary action for 'trusses requires such temporary bracing during Installation bettveen trusses to avoid topplI g nd dominoing. The supervision of erection of —ses shall be under the control of persons xperienced In the Installation of trusses. Professlonal advice shall be sought if needed. Soncentmtlon of construction loads greater than the design loads shall not be applied to 'cusses at any time. No loads other than the Height of the erectors shall be applied to trusses unW after all fastening and bracing s completed. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 406# Support 2 346# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-5-15 0-6-6 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 INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1= 2 -566 0.14 7- 6 -483 0.21 2- 3 -432 0.15 6- 5 0 0.14 3- 4 -359 0.26 TI: L QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 4- 0 487 172 -406 BOT PIN, 12-10-12 422 0 -346 BOT H-ROLL 7-4-0 5-8-0 1 2 4 �7 �1 II 487# 8.00" (a 1-1-9 1 I (111-1-7) 1 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Mar®nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR. OVIEDO. FL32766 Design: Matrix Analysis 4X6 'txa "n0 2X4 WAKIM111M 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 similar bracing which is a part oC the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, Is located at 583 D'Onoftie Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR 4-2-6 423# 2.50" scale = 0.4674 Eng. Job: WO: ARLK Dwg: Truss ID: L Dsgur: TLY Clik: Date: 4-21-03 T'C Live 16.0 psf DurFac - LbC 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21 97- 9 HCS: 08.20.02 (DESIGN INFORMATION rhls 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 Infomration. specifications d/od anr esigns furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- lc rcipres oject and accepts no responsibility or exesno control with regard to fabrica- LIon, handling, shipment and Oislallanon 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 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 riot 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 lateraay by a properly applied rigd ceiling, they should be braced at a maximum spacing of i0'-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 shalt review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrlcing before cutting or fabrica Lion.' Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wocdto wood bearing. Con- nector plates shall be located on both faces of Lhe.truss with nails fully Imbedded and shall be `sym. about the Jolntunless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6*- vide, x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues ire minimum sizes based on the forces shown rind may need to be Increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Viformation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ill bracing and erection recommendation are .o be followed In accordance with "Handling nstalling & Bracing'; HIB-91. Trusses are to x handled with particular care during banding ind bundling, delivery and Installation to avoid lamage. Temporary and permanent bracing or holding trusses in a straight and•plunb pos !ion and for resisting lateral forces shall be lesigned and Installed by others. Careful hand- Ing is essential and erection bracing is always equimd. Normal precautionary action for Yasses requires such temporary bracing during nstalla0on between trusses to avoid toppling ind dominoing. The supervision of erection of rtrsscs shall be under the control of persons �cperlenced in the Installation of trusses. ofesslonal advice shall be sought if needed. ;oncenl-mtion of construction loads greater ban the design loads shall not be applied to I at any time. No loads other than the ,eight of the erectors shall be applied to fusses unt9 alter all faslenurg and bracing ;s completed. JB: 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 131 011 span framed to BC one face 01 Or' 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= 0.0411 MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB = 1.00 3-0-0 2-6-6 I WO: ARLK WE: [1: Plate(s) OFFSET from joint center. ThE Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. AllCOMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 1251nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft w= 8.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Rec ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -142 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: L1 QTY:i =====-========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 BUT PIN 8- 7- 4 917 0 -412 BOT H-ROLL 6X12 w1 917# 3.50" 5-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAD All READ ALL NOTES ON THIS SHEET. MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFFORD, FL. 32771 Bracing shorn on this drawing is not erecilon bracing, wind bracing, portal b—nig or slunilar bracing which Is a part of the building design and which nmst be considered by the building. designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions nmst be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. n . Addltioalhracingof the overall structure may be LICENSE #0050068 required. (See HIB-91 of Tpil. (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNE SA DR.OVIHDO.FL32766 , Design: Alma Aitolysis JOB PATH: C:ITEE-LOKIHOMEOIR 3-0-0 3X6 1-4=s I 5 917# 3.50 scale = 0.7000 Eng. Job: : ARLK Dwg: Truss ID: L1 Dsgnr: TLY Clfx: Date: 4-21-03 TIC Live 16.0 psi' DurFac - Lbr: 1.25 TC Dead 7.0 psf DUrFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21599- 9 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 responslbibty for damages as a result of faulty or incorrect'Ldonnation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exerclses 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 reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication; the fabricator shall review - this drawing to verify that this drawing is in -conformance with the fabricator's plans and to crealize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. -. knots or distorted grain. Members shall be cut ;for tight fitting wood to wood bearing. Con- �nector plates shall be located on both faces of the truss with nails fully imbedded and shall be -sym. about the Joint unless otherwise shown. A I Sx4, plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web -members shall meet at the rntrold of the webs 'unless otherwise shown. Connector plate sizes minimum sizes based on the forces shown sand may need to be increased for certain hand- Tng and/or erection stresses. This truss is not to be fabricated with fire retardant treated I_'_unless otherwise shown. For additional informallon on Quality Control refer to ANSI/TPI 1-1995 IPRECAUTIONARY NOTES iAll bracing and erection recommendations are t to be followed in accordance with "Handling s Installing & Bracing', HIB-91. Trusses are to. - be handled with particular care during banding I and bundling, delivery and Installation to avoid damage. Temporary, and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be idesigned and installed by others. Careful hand- ling is essential and Detection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing - Is completed. J15: AKL11V(_�IUN K :3&4 AC;: IN UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS! fasten w/311X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 740# Support 2 740# MAX LIVE LOAD DEFLECTION: L/841 at JOINT # 3 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: TI: l2 QTY:2 MULTIPLE LOADS -- This design is the composite result of multiple loads. =Joint Locations===== =====______ All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 8-'9- 0 5) 6- 8-12 2) 6- 8-12 continuously braced unless noted otherwise. 4) 8- 9- 0 6) 0- 0- 0 This 2-PLY truss designed to carry ------------ 19' 0" span framed to TC one face TOTAL DESIGN LOADS-------- Uniform PLF 8' 0" span framed to TC opposite face WndLod per ASCE 7-98, From PLF TC Vert L+D -435 0- 0- 0 -435 8-T9- 0 C&C, V= 12 h, H= 15.0 £t, I= 1.00, __ � 1.0 ----MAX. REACTIONS PER BEARING LOCATION X0- Bld Type= Encl L= 40.0 ftCWt 8.8Kft Truss 4- 0 1906 Vert Hori00 Type in INT zone, TCDL= 4.2.psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing -740ftBOTLoc PIN 8- 7- 4 1906 H-ROLL Req This truss has not been designed for ROOF ..TC... FORCE ... CSI ..BC...FORCE ... CSI PONDING. Buildingdesignerfined adequate drainage mast provide 1- 2 272 0.60 6- 5 0 0.90 2- 3 0 0.27 5- 4 o j)drain) PoTriss (t be in./ft. min. slope to drain). Truss must be 0 0.90 marked to prevent UPSIDE DOWN erection. RMB = 1.00 241LYS REQUIRED 3-0-0 I 5X6 16 1907# 8.00" F 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF_SSA DR.OXIEDO.FL32766 Design: Matrix Analysis VVIAKNINU: 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 16 a part. oC the building design and w}rich onus[ be considered ny the buiding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. N—isions roust, be made bracing to anchor lateral at ends and specified locations determined by the brdfding designer. Additional bracing of the overall structure may be required. (See HIB-91 of'rPil. (-truss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). JOB PATH C:ITEE-LOKIHOMEDIR 5X6 Eng. Job: Dwg: Dsgnr: TLY TC Live TC Dead BC Live BC Dead TOTAL 3-0-0 1-10-8 4 1907# 3.50" scale = 0.7000 Truss ID: L2 Clik: Date: 4-21-03 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - PIt: 1.25 o.o psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: 33.0 psf V:09.05.02- 21601- 9. 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 disclaims any responsibility for damages as a result of faulty or incorrect'informatlon, 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 exerclss no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked fo be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacingW 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized 'steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES .Prior to fabrication, the fabricator shall review ;this drawing to verify that this drawing is in -conformance with the fabricator's plans and to realize a continuing responsibility for such -n- :.fication. Any discrepancies are to be put In 'writing before cutting or fabrication. Plats shall not be installed over knotholes, .knotsor distorted grain. Members shall be cut -for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A -5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to -the plate length specified. Double cuts on web ,members shall meet at the centroid of the webs munlss otherwise shown. Connector plate sizes. -are minimum sizes based on the forces shown .and may need to be increased for certain hand- wling and/or erection stresses. This tnss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on (,duality Control refer to ANSI/TPI 1-1995 i PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing': HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ° Ition and for rsisting lateral forces shall be i designed and Installed by others. Careful hand- ling Is essential and erection bracing Is Iways required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tlrne: No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 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=-0.0211 T=-0.0311 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 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 Bid Type= Encl L= 58.0 ft W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC—FORCE... CSI , ..BC...FORCE ... CSI 1- 2 -707 0.22 8- 7 599 0.27 2- 3 -537 0.15 7- 0 570 0.21 3- 4 -534 0.17 0- 6 385 0.15 4- 5 -675 0.22 TI: M BTY:3 ==============Joint Locations============_=- 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 521 20 -477. BOT PIN e 14- 2- 3 476 0 -425 BOT H-ROLL 6 00 -6 4X6 4=2-6 1'A8 3X4 3X4 6X8 522# 8.00" 1-1-9 _1_ (R1-1-7) 14-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ®'lai onda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0V1EDO,Fi-32766 Design: Matra[ Analysis WHIKiVINU: 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 bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sce 1-1I3-91 of TPp. (Truss Plate Institute, TPI, is located at 583 D'Onof io Drive, Madison, Wisconsin 53719). JOB R.4TH: C:ITEE-LOKIHOMEDIR --�F- 0-8-6 _t 476# 3.62" scale = 0.4333 Eng. Job: W : ARL Dwg: Truss ID: M Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21602- 9 HCS: 08.20.02 ,DESIGN INFORMATION (This design is for an Individual building component and has been based on information �provlded 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 iof this Information as It may relate to a spe- cific project and accepts --responsibility or exercises no control with regard to fabrica- on. handling, shipment and installation of ttirusses. This truss has been designed as an individual building component In accordance with MST/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, - local climatic records for wind or snow loads. p ject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords hi tension are not fully braced laterally by a properly applied iigid ceilIng, they should be braced at a maximum spacing of 10'-0" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put m writing before tufting or fabrication. Plates shall not be Installed over -knotholes, knots or distorted grain. Members shall be cut for tight fitting wool to wood bearing. Con- nector plates shall be located on both faces of the truss. with nails fully imbeddedand shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" `wide x 8" long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the cenoroid of the webs 'unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and -plumb pos-- Ition and for resisting lateral forces shall be iesigned and installed by others. Careful hand- pg is essential and erection bracing is always ;equlred. Normal precautionary action for trusses requires such temporary bracing during Inslabatlon between trusses to avoid toppling and dominotng. 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. oncentration of construction loads greater khan the design loads shall not be applied to trusses at any time.' No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing 6 completed. ors: AKLIN(-�1UN K J&4 AC: 10# 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 Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE...CSI 1- 2 -616 0.18 2- 3 -965 0.19 3- 4 -827 0.14 4- 5 -827 0.14 5- 6 -965 0.19 6- 7 -616 0.17 0 3.00 I ..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 lb 15 14113 112 536# 64.00" 1-1-9 (20) 2X4 GABLE STU (�Li> 14-8-0 EXCEPT AS S11OWN PLATES. ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (M!jaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDOTI-32766 Design: Matrix Analysis ri 3.00 dYAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 13RACING WARNING: Bracing shown on this drawing is not erection bmctng. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Racing shown is for latcml support. of I-- members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH' C:ITEE-LOKIHOMEDIR TI: N QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 535 -26 -566 BOT PIN 12- 0- 0 535 0 -564 BOT H-ROLL 6.00 T 4-2-6 0-6-6 536# 64.00" 1-1-9 (R1-1-7) scale = 0.3958 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 TC Dead 7.0 BC Live 0.0 BC Dead 10.0 TOTAL 33.0 Truss ID:�N Date: 4-21-03 psf DurFac - Lbr: 115 psf DurFac - Pit: 1.25 psf O.C. Spacing: 24.0' psf Design Criteria: TPI Code Desc: Psi I V:09.05.02- 21603- 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 responslb[hLy�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 normation as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Inc -pealed as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer.. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conilnu- 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 10'-0" 0- Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade. 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication; the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to ,realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knotsor distorted grain. Members shall be cut %for tight fitting wood to wood bearing. Con- nector platys 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" wide x 4" long. A 6x8 plate is S" r'wide x 8" long. Slots (holes) run parallel to ;the plate length specified. Double cuts on web ;members shall meet at the -nu old 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- thng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated m luber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling `Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid I damage. Temporary and permanent bracing .for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be (designed and Installed by others. Careful hand-. filing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling fand dominoing. The supervision of erection of - trusses shall be under the control of -persons `experienced In the installation of trusses. (Professional advice shad be sought if needed. �Concentation of construction loads greater (than the design loads shad not be applied to `trusses at any time. No loads other than the 6 eight of the erectors shall be applied to Psses unto after all fastening and bracing completed. �.,..-LKLlIA vry n 00(4At,: IU# UFLII-I 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 1 568# Support 2 615# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.0311 T=-0.0711 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.051, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 4-5-15 0-6-6 A— I:1 I WO: ARLK WE: MULTIPLE LOADS -- This design is the composite s. All COMPRESSIONuChorrdmultiplelt of s areassumeddto be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125rltph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC . . . FORCE . . . CSI 1- 2 -953 0.41 2- 3 976 0.42 Q 3.00 j -BC ... FORCE..:CSI 6- 0 -677 0.18 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 4X6 I i 6 536# 8.0011 1-1-9 COSMETIC P KWIS7 8) 2X4 14-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 IL ff Maronda Systems) 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrir Analysis TI: N 1 QTY:2 Locations=============== 1) 0- 0- 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- ---- MAX- REACTIONS PER BEARING LOCATION- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 535 48 -568 BOTPIN 14- 4- 0 535 0 -615 BOT H-ROLL 0 1,_--_ . 3-8-0 -H 3.00 4-2-6 0-6-6 7— 4 536# 8.0011 1-1-9 (R1-1-7) scale = 0.3958 CAI 11111VV: 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 -s or imilar bating which is a part of the building design and which must be considered by the building designer. Bating shown is flateral support of truss members only to reduce buckling length. Provisions must be made to anchor later -al bracing n ting at ends and specified locations detenbied by the building designer. Additional bracing of the overall structure may be required. (See HtB-91 of TPI(. . (Truss Plate Institute, TPI, is located at 583 D'Onofdo Drive, Madison. Wisconsin 53719). JOB PATH: C:(TEE-L0Kl1[0MLDIR 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 oaf Truss ID: N 1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0. Design Criteria: TPI Code Dese: HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and bas been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrim- 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 - part of the building design by a. Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, protect specifications or special applied loads. 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 properly applied rigid telling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review -this drawing to verify that this drawing is in conformance with the fabricator s plans and to !,realize a continuing responsibility for such verl- i,flmUon. Any discrepancies are to be put in .'writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shalt be cut ffor light fitting wood to wood bearing. Con- nector plates shall be located on both faces of 7 the truss with nails fully imbedded and shall be I sym. about,the Joint unless otherwise shown. A 1.5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" lwide 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 sizes lare into- sizes based on the forces shown land may need to be increased for certain hand - lung and/or erection stresses. This truss Is not to be fabricated with fire retardant treated - luber unless otherwise shown. For addluonal Iminformation on Quality Control refer to ANSI/TP11-1995 ' PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling - Installing & Bracing'. HIB-91. Trusses are to - be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmcing !or holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installaton between'trusses to avoid toppllng and dominoing. The supervision of erection of trusses sha0 be under the control of persons experienced in the Installation of trusses. Professional. advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time, No loads other than the .eight of the erectors shall be applied to trusses until after all fastening and bracing L 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 6 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 1251nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 25.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/866 at JOINT #15 L=-0.09" D=-0.05" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL.LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 0-6-6 8-9-i1 A T 3-0-0 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 367# Support 2 663# Support 3 755# ..TC .--FORCE...CS3 ..BC ... FORCE... CSI 1- 2 -181 0.29 16-15 105 0.30 2- 3 198 0.19 15-14 103 0.30 3- 4 243 0.27 14-13 100 0.41 4- 5 -568 0.28 13-12 117 0.41 5- 6 -611 0.35 12-11 957 0.26 6- 7 -981 0.38 11-10 1095 0.29 7- 8 -1326 0.37 10- 9 . 1097 0.38 6 6.00 6.00 4X6 1 6.00 '16 15 14 13 12 11 1-1-9 1 408# 3.50" 1197# 8.001, GABS -A* PL TES (0) 2X4 C/L: 6-11-0 _ 25-I1-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321 3913 TOMAS PONCE P-E- LICENSE #0050068 1005 VANNESSA DR.OVIC00YI-32766 Design: Match Analysis �vhtc1111MU: READ ALL NOTES ON THIS SHEET. - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of Ure budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss mernbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IUB-91 of TPp. riruss Plate institute, TPI, is located at 583 D'Onofdo Drive, Madison. Wisconsin-53719). JOB PATH CJTEE-L0KIHO,1fEDIR TI: O QTY:I ==------- ===Joint Locations= ======== 1) 0- 0- 0 7) 19- 8-13 13) 6- 9- 7 2) 3-10-11 8) 25-11- 0 14) 5-11- 8 3) 5-10-11 9) 25-11- 0 15) 3-11- 8 4) 6-10- 5 10), 19- 9-12 16) 0- 0- 0 5) 9-11- 8 11) 15- 9-12 6) 15-11- 7 12) 9- 9-12 ---- MAX' REACTIONS PER BEARING LOCATION----_ X-Loc Vert Horiz Uplift y-Loa 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 8-6-2 0-6-6 11 u f99 10-1-4 10 9 998# 8.00" 1 19 . (R1-1-7) scale = 0.2378 Eng. Job: W : ARLK Dwg: Truss ID: O Dsgnr: TLY Clix: Date: 4-21-03 TC Live 30_0 psf DurFac - Lbr: 1.33 TC Dead 7.0 psf DUrFac - Pit: 1.33 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead TOTAL 10.0 psf 47-0 psf Design Criteria: TPI Code Desc: V:09.05.02- 21605- 9 HCS: 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 r 5ulL of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by [Ir client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- iton, 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 partof the building design by a Building Designer (registered architect or professional engtneor). When reviewed for approval by the bullding designer, the design loadings shown must be checked to;be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes Lompression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are, not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless odienvise shown. I 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 corrUnuing'-sponsibility for such veri- fication. Any discrepancles are to be put In 'writing before cutting or fabrication. Plates shall not be installed over "knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shalt be located on both faces of the truss with nails fully Imbeddedand shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" ;vide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenLroid of the webs iuiless 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 io be fabricated wlth� fire retardant treated lumber unless otherwise shown. For additional _ information on Quality Control refer to i ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are io be followed.in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In astraight and,plumb pos (Bon and for resisting lateral forces shall be designed and Installed by othersCareful hand Vng Is essential and erection bracing is always required. Normal precautionary action for brasses requlms such temporary bracing durnig - installation between trusses to avold toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Frofessional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be appned to trusses until after all fastening and bmcing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 25.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 1 0-6-6 8-9-11 T 3-0-0 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support l 290# Support 2 451# Support 3 508# ..TC... FORCE ... CSI .,BC ... FORCE ... CSI 1- 2 -140 0.27 12-11 81 0.21 2- 3 -390 0.27 11-10 31 0.20 3- 4 -405 0.26 10- 9 668 0.20 4- 5 -672 0.26 9- 8 762 0.22 5- 6 -916 0.23 8- 7 763 0.28 4X6 - 0 TI: 01 QTY: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- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1-12 283 41 -290 BOT PIN 6-11- 0 841 0 -451 BOT H-ROLL 25- 7- 0 689 0 -508 BOT H-ROLL r 9-0-12 — 6 00 8-6-2 0-6-6 9-9 12 I 6-0-0 10-1-4 12 11 10 8 283# 3.50" 842# 8.0011 1-1-9 690# 8.00" COSAR TUL7) AT S (12) 2X4 25-11-0 C/L: 6-11-0 I-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.237$ ® WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK �aron a Sys teMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 01 CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf DurFae - Lbr: 1.33 - SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracurg which is apart of the building design and which must be Tic Dead 7.0 - psi' DurFae - Pit: 1.33 m{407) 321-0064 Fax (407) 321-3913 considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckltng length. Provisions must be. BC Live 0.0 psf - O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of'rpp. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Code. D@SC: s 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psf V : V:09.05. 21606- 9 Design: Matrix Analysis JOB PATH: C:iTEE-LOKIHOMEDIR 0.05.2 r_v DESIGN INFORMATION This design Is for an individual buflding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibllty or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual budding'component to 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 I building designer, the design loadings shown amust be checked to be sure that the data shown are in agreement with the local building codes," local climatic records for wind or snow loads,. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conLinu- r ously bmmd by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied i rigid ceiling, they should be braced at a s maximum spacing of 10'-0" o.c. Connector - plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. 9 ,FABRICATION NOTES Prior to fabrication. the fabricator shall review ithis drawing to verify that this drawing is in E conformance with the fabricator's plans and to I realize a continuing responsibility for such verl- IBcation. Any discrepancies are to be put in ;,writing before cutting or fabrication. (Plates shall not be Installed over knotholes, (rknots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of ithe truss with nails fully Imbedded and shall be kym. about the joint unless otherwise shown. A `r5x4 plate is 5" wide 4" long. A 6x8 plate Is 6" iwide x 8" long. Slots (holes) run parallel to ithe plate length specified. Doublecuts on web members shall meet at the centroid of the webs iunless otherwise shown. Connector plate sizes `are minimum sizes based on the forces shown. 'and may need to be increased for certain hand- !Img and/or erection stresses. This truss is not lto be fabricated with fire retardant treated .umber unless otherwise shown. For additional ,information on Quality Control refer to ANSI/TPI 1-�1995 ;PRECAUTIONARY NOTES 'Ali bracing and erection recommendations are ,to be followed in accordance with "Handling - Installing & Bracing", HIB-91. Trusses are to be handled .with particular care during banding and bundling, delivery and installation to avoid ' - 'damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- 'Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- 'Iing 1s essential and erection bracing Is always equired. Normal precautionary action for trusses requires such temporary batlng during 11.7llaLl. between trusses to avoid toppling and dominoing. The supervision of erection oC ,and shall be under the wnLml of persons perienced in the Installation of trusses. Pexrofessional advice shall be sought il needed. Concentration of consh, U.n loads greater than the design loads shall not be applied to trusses at anv time. No loads other than the weight of the erccinrs shall be applied to trusses until after all fastening and bracing Is completed. its: ARLINGION K 3&4 AC: 109 UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1007# Support 2 437# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 0-6-6 8-9-11 T 3-0-0 I 12 WO: ARLK-----WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 25:9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI 1= 2 440 6:42 2- 3 -128 0.34 3. 4 -144 0.23 4- 5 -512 0.24 5- 6 -768 0.21 ..BC ... FORCE ... CSI 12-11 -322 0.26 11-10 -366 0.27 10- 9 508 0.20 9- 8 632 0.21 8- 7 633 0.24 6 0000 - 6 00 CANT- 6-8-0 11 1195# 3.50" 0-11-8 COSIi�.�1 25-11-0 �)P SAT S (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1.-1995 4X6 TI:02 BTY:4 ========-=====Joint Locations=========__==_= 1) 0- 0- 0 5) 19- 9-12 9) IS- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 6- 9-12 1194 -44 -1007 BOT. PIN 25- 7- 0 612 0 -437 BOT H-ROLL - JAV 8-8-12 -� I 6.00 Lmar,onda Systelt9S 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: March Analysis VVAKIMINU: 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 bmeing, wind bracing, portal bracing or sirrdlar bating which Is apart of the building design and which must be considered by the building designer. Bracing shown Is for lateral Support of truss members only to reduce buckling length. PrOVISImis must be made to anchor lateralbracingat ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI. (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR 8-6-2 0-6-6 6122# 8.00" 1 scale = 0.2385 Eng. Job: : ARL K Dwg: Truss ID: 02 Dsgnr: 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 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc- TOTAL 33.0 Dsf w-no nr no nIzn�7 HCS: 08-20-02 IDESIGN INFORMATION (This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or Incorrect 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- iflc project and accepts no responsibility or iexerctses no control with regard to fabrtm- lion,, handling. shipment and Installation of trusses. This Lmss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied Figid ceiling, they should be braced at a maximum spacing of 10'-O" o.e. Connector plates shall be manufactured from 20 gauge hot Hipped 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 reallze a continuing responsibility for such veri- fleation.. Any dtscrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- _ rector plates shall be located on bath faces of the truss with nails fully imbedded and shall be' sym. about -the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web - 'hail meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain 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 !ill bracing and erection recommendations are to be followed In accordance with "Handling installing & Bracing", RIB-91. Trusses are to x handled with particular care during banding and bundling, delivery and installation to avoid iamage. Temporary and permanent bracing or holding trusses in a straight and plumb pos- [lon and for resisting lateral forces shall be iesigned and installed by others. Careful hand- ing is essential and erection bracing is always tequtmd. Normal precauuonary action for trusses requires such temporary bracing during nstallation behveen trusses to avoid toppling ind dorninoing. The supervision of erection of cusses shall be under the control of persons xperienced In the Installation of trusses. ?_fesslonal advice shall be sought If needed. �oncentmtion of construction loads greater Than the design loads shall not be applied to fusses at any time. No loads other than the weight of the erectors shall be applied to fusses until after all fastening and bracing s completed. Jt$: AKLINVION K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccmtposite result of multiple loads. ..TC...FORCE ... CSI ..BC...FORCE ... CSI 2 5-7-15 0-6-6 WO: ARLK WE: 1� 2X4 TRANSVERSE BRACING nailed flat to edge J� of web with 12d nails at 811 o.c. or a SCAB of the same dimension and grade as web nailed to face(s) of web with 10d nails staggered 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE req'd on any web exceeding 14' "*" denotes ONE edge or ONE face "**11 denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl Lze 58.0 ft We: 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 61 4X6 0# 8.00" - 1' (R1-1-7) 1 19-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 [M:a__ronda Systems 4005 MAROiVDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOYL32766 Design: Malyd Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bnring, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bm mg shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofdo Drive. Madison, Wisconsin 53719). 0B PA TIP C:17'EE-LOKIHOMEDIR TI: P QTY:1 ===____=_=====Joint Locations========-==--== 1) 0- 0- 0 9) IS- 8- 0 17) 92 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11). 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) IS- 8- 0 .22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0- 16) 11- 8- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 9 10 1 0 Sheds 0 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 osf 0# 8.00'I 5-4-6 0-6-6 I (R1-1-7) scale = 0.3103 Truss ID: P Date: 4-21-03 DurFac - Lbr: L25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 'DESIGN INFORMATION Thls deslgn is for an individual budding component and has been based on information provided by the client. The designerdisclaims any responsibility for darnages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabrlea- [ion, 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 Lobe incorporated as part of the building design by a'Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown re 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 assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise `specified. Where bottom chords in tension are not fully braced Laterally by a properly applied _ rigid ceiling, they should be braced at a maximum spacing of 10'-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 drawing to verify that this drawing is in conformance with the fabricator's plans and to realize acontinuing responsibility for such veri- Ilcatton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of ,the truss with nalls,fully Imbedded and shall be symc about the Joint unless otherwise shown. A 5x4-plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to tine plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Wrg 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 are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be Oe igned and installed by others. Careful hand- lings essential and'erectlon 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 tr,—cs shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to Trusses at any time.' No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. 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=-0.0311 T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE,LOAD DEFLECTION: T= 0.02" RMB = 1.15 5-7-15 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -925 0.35 2- 3 -725 0.24 3- 4 -725 0.25 4- 5 959 0.38 6 0000 .BC...FORCE ... CSI 8- 7 784 0.38 7- 6 784 0.38 4X6 690N 8.00" 7 (R1-1-7) I 19-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 SdaSystems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE- #0050068 1005 V 1NNESSA DR.OVIEDO.FL32766 Design: Manx Analysis 1NHKIVINU: 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 bracing, portal bracing or similar bracing which is a part of the building design and which roust he considered by the building designer. Bmchrg shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: (7:ITEE-LOKIHOMEOIR TI: PI 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-LOC Type 0- 4- 0 689 74 -679 BOT PIN 19- 0- 0 689 0 -720 BOT H-ROLL 5-4-6 0-6-6 690# 8.00" 11-9 (R1-1-7) scale = 0.3103 Eng. Job: WO: ARLK Dwg: Truss ID: P1 Dsgfu': TLY Chk: 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- 21609-1 I HCS: 08.20.02 ;DESIGN INFORMATION This design is for an individual building comp"'."' and has been based on Information provided by the client. The designer disclaims Cresponslbllity for The as a result of lty or Incorrect information, specifications and/or designs tumished to the truss designer by the client and the correctness or accuracy r f this information as It may relate to a spe- �if1c project and accepts no responsibility or exerelses no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component III accordance will ANSI/Till I-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must a checked to be sure that the data shown are in agreement with the local budding codes, local cllmatie 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 mntinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied d ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel rneeling ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fleation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fining wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide 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 centroid of the webs herwise shown. Connector plate sizes unless ot are minimum sizes based on the forces shown and may need to a increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unlessotherwiseshown: For additional information on Quality Control refer to ANSI/TPI 1-1995 - PRECAUTIONARY NOTES U bracing and erection recommendations are to be followed in accordance with '7iandling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding 'and bundling, delivery and installation to avoid ]amage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be iesigned and Installed by others. Careful hand- ling is essential and',erection bracing Is always �equlred. Normal precautionary action for Trusses requires such temporary bracing during installation between trusses to avoid toppling -d dominoing. The supervision of erection of trusses shall be under the control of persons xperienced in the installation of trusses. ?mfesslonal advice shad be sought if needed. oncentmtton of construction loads greater ;han the design loads shall not be applied to trusses at any time., No loads other than the Nelght of the erectors shall be applied to :cusses until after all fastening and bracing scompleted. - 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= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf In>pact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02r' MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 0-6-6 WO: ARLK WE: TI: Q Qn(:1 MULTIPLE LOADS -- This design is the === -==========Joint Locations============= = composite result of multiple loads. 1) 0- 0- 0 4) 13- 0- 0 ' 7) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 4- 5- 1 5) 13- 0- 0 continuously braced unless noted otherwise. 3) 8- 8- 0 6) 8- 8- 0 End vertical(s) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION----- tolateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 487 188 -379 BOT PIN Support 1 379# 12-10-12 422 0 -352 SOT H-ROLL Support 2 352# ..TC...FORCE...CSI ..BC ... FORCE ... CSI 1= 2 -549 0.17 7- 6 459 0.24 2= 3 -356 0.16 6- 5 0 0.16 3- 4 -278 0.14 8-8-0 44-0 1 2 4 6.00 4X6 3X4 saa 2X4 4-10-6 13-0-0 7 6. 487# 8.00" 5 1 1-9 423# 2.50" � (R1-1-7) 13-0-U EXCEPT AS SHOWN PLATES ARE TL20 GA_TESTED PER ANSI/TPI 1-1995 scale = Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR. OVIEDO. FL32766 Design: Matrix AnalpsiS tlYHK1V11MIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwi ng Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure pray be required. (See HIS-91 of Till). (Truss Plate histitute, Till, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR Eng. Job: 0.4070 1 Dw'g: Truss ID: Q Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Plt: 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- 21610-103 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 of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses- This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, t project specifications or special applied loads. 6 Unless shown, truss has not been designed for u storage or occupancy loads. The design assumes i compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise "specified. Where bottom chords in tension are I not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 3 maxi nun spacing of 10'-0" o.c. Connector i plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES ii Prior [o fabrication, the fabricator shall review Gthis drawing to verify that this drawing is In [:cordornance with the fabricators plans and to ticalize a continuing msponsibWty for such veri- l;ncation. Any discrepancies are to be put In I,wrlting before cutting or fabrication. [:Plates shall not be installed over knotholes, vknots or distorted grain. Members shall be cut :for tight fitting wood to wood bearing. Con - rector plates shall be located on both faces of the truss with nails fully imbedded and shall be i.sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double. cuts on web tmembers shall meet at the cent.roid 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 - Rog and/or erection st—ses. This truss Is not ito be fabricated with fire retardant treated :lumber unless otherwise shown. For additional linformation on Quality Control refer to a ANSI/TPI 1-1995 .PRECAUTIONARY NOTES All bracing and erection recommendations are rto be followed in accordance with'7iand1mg Installing & Bracing", HIB-9l. Ttusses arc to :be handled with particular care during banding [and bundling, delivery and installation to avoid 'damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JL5: ARLINGTON K 3814 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. 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, 1 C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/577 at JOINT # 5 L=-0.25" D= 0.00" T=-0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" II MAX HORIZONTAL LIVE LOAD DEFLECTI(]N31# T= 0.06" iii RMB = 1.00 4-5-10 0-6-1 1 1-0� WO: ARLK WE: TI: R _ 61TY:2 Continuous lateral bracing attached to==============Joint Locations________ either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 segments OR 2x4 T-brace nailed flat to edge of w eb 4 h 11 wit w/3 x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length ------------ TOTAL DESIGN LOADS ---------_-- Uniform PLF I 2x6 Brace required on any web over 14'-011. TC Vert L+D -46 From PLF -1-10- 9 -46 To 13- 2-10 MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 composite result of multiple loads. Concentrated LBS Location Shim or wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 3- 9- 1 Support 1 609# TC Vert L+D -70 -98 6- 1-15 8- 6-12 Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert L+D -127 10-11-10 Support 1 263# BC Vert L+D -6 -19 1- 4- 4 3- 9- 1 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -44 -60 6- 1-15 8- 6-12 1- 2 -2252 0.68 6- 5 2129 0.52 2- 3 2 06 0.90 BC Vert L+D -76 10-11-10 5- 167 0.47 48# 70# ----MAX. REACTTPNS PER 9 Loc Ver iz BEARING LOCATION- - - - - Uplift Y-Loc Type - 0-10 71 0 -591 TOP 1.3-1-14 0- 4-13 678 263 -609 BpT H-ROLL PIN 3.33 1.68 I 16 11-6-10 678# 9.56" 5 1-10-9 (R1-10-7) 12t6-10 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ` 44# 60# ir9aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 , (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0VIED0.FL3276G Design: Matrix Analysis wHIKldMU: 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 bracing, portal bracing or shuflar bracing which Is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemtined by the building designer. Additional bmeing of the overall structure may be required. (See HIB-91 of TPI I. (Truss Plate institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR 3 0-1-0 3 T 1-7-7 3 2-6-10 719# 2.50" 76#7 cxo-s-s> scale = 0.4437 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: 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 building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepis no responsibility or exercises no control.,with regard to fabrica- [ion, handling, shipment and installation of [russes. This U-ss has been designed as an Individual building component in accordance with I+NSI/TPI 1-1995 and NDS-97 to be incorporated 5s part of the building design by a Building Designer (registcred'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 budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- iusly braced by sheathing unless otherwise spectfied. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of lo'-O" o.c. Connector plates shall be manufactured from 20 gauge hot lipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prlor to fabrication, the fabricator shall review his drawing to verify that this drawing is In conformance with the fabricator's plans and to icallze a continuing responsibility for such verl- ;leation. Any discrepancies are to be put In `i ritmg before cutting or fabrication. ?later shall not be installed over knotholes. mots or distorted grain. Members shall be cut !or tight fitting wood to wood bearing. Con- Cctor plates. shall be located on both faces of he truss with nails fully Imbedded and shall be iym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" idde x 8" long. Slots (holes) run parallel to [he plate length specified .Double cuts on web embers shall meet a[ the centroid of the webs unless otherwise shown. Connector plate sizes ire minimum sizes based on the forces shown Ind may need to be increased for certain hand- ing and/or erection stresses. This truss is not o be fabricated wlth!fire retardant treated iunbcr unless otherwise shown. For additional reformation on Quality Control refer to : ANSI/TPI I-1995 - PRECAUTIONARY NOTES W bracing and erection recommendations are o be followedin accordance with "Handling hstalllng & Bracing", HIB-91. Trusses are to x handled with particular care during banding Ind bundling, delivery and Installation to avoid lamage. Temporary and permanent bmcing or holding trusses in a straight and plumb pos- bon and for resisting lateral forcesshall be Iesigned and installed by others. Careful hand- ing is essential and crection bracing is always iquired. Normal precautionary action for Hisses requires such temporary bracing during nslallallon between trusses to avoid topplIng aid donihmi rg. The supervision of erection of fusses shall be under the control of persons zperienced in the installation of trusses. ofessional advice shall be sought if needed. concentmtion of construction loads greater ban the design loads shall not be applied to fusses at any time. No loads other than the 'eight of the erectors shall be applied to fusses until after all fastening and bracing scompleted. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125irph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 L=-0.24" D= 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB = 1.00 4-5-10 0-6-1 1 WO: ARLK WE ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST.be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced-8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. 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 1- 2 1624 0.75. 2- 3 1694 0.83 35# ..BC ... FORCE ... CSI 6- 5 -1780 0.31 4 -203 0.30 87# 3.33 TI: RI OTY: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 --------- r--- Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 13- 2-10 BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location - TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 ----QQMAAX7X• REACTIONS PER BEARING LOCATION----- 1 ert V3546 ri Upli Ho2a ftBOTL� 4 2TO LL 73 66 26 5� PIN 0-6-6 2-6-5 1.68 U-9-9 ud -a 0-7-4 6. 11-9-1 367# 9.56" 5 4 1-10-9 547# 2.50" (R1-10-7) @ice 12-6-1.0 0� 8-0 21#EXCEPT AS SHOWN PLATES ARE TL20 GA' TESTED PER ANSI/TP1 1-11554# 64# 40 le = '0-8-5) . scale = `0.4437 (!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE_SSA DR.OVIEDO,FLa27G6 Design: Matrix Analysis VYAKIVIN(Li: 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 brachng, portal bracing 0, similar bracing which is a pat of the building design and which must be considered by the building designer. 13—tng shown is for lateral support of truss inembers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required.. (See HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsm 53719). - JOB PATH: C:ITEE-LOKWOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: WO: AR Truss ID: R T Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1,25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Dese: TOTAL 33.0 psf I V:09.05.02- 21614- i ( HCS: 08.20.02 I 1413ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 This design is for an individual building BOT CHORDS: 2x4 SP #2 component and has been based on information SLIDERS: 2x4 SP #2 provided by the client. The designer disclaims This truss is designed to bear on multiple p I any responsibility for damages as a result of faulty or Incorrect Information, specifirations - supports. Interior bearing locations should _PPo and/or designs furnished to the truss designer be marked on truss. Shim or wedge if -. by the client and the correctness or accuracy necessary to achieve full bearing. of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no. control with regard to fahrlca- 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 ias part of the building design by a Building Designer (registered architect or professional engincer). when reviewed for approval by the ibuilding 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 speciatapplied 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 ,specffied. Where bottom chords in tension are knot fully braced laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of 10'-0" o.c. Connector tplates shall be manufactured from 20 gauge hot tdlpped galvanized steel meeting ASTM A 653. 7Grade 40, unless otherwise shown. .FABRICATION NOTES Prior to fabrication. !the fabricator shall review this drawing to verify that this drawing is In -conformance with the fabricator's plans and to !realize a continuing, responsibility for such vert- 'Bcatlon. Any discrepancles are to be put In ' writing before cutting or fabrication. ;Plates shall not be Installed over knotholes, ;knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be Byrn_ about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to .the ate length specified. Double cuts on web membplers shall meet at the centrold of the webs. 1unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handlkig Installing & Bracing", HIH-91. Trusses are to Pe handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holdingtrusses in astraight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of irusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed.. Concenlraiion 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 appfied to trusses until after all fastening and bracing is completed. 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= 0.021, T=-0.1511 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 3-10-3 0-6-6 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 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.70 4- 3 -457 0.33 TI: S 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX" REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 HOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req 6-0-8 1 2 6.00 3.00 I 2-2-8 1-4-2 1 0-8-0 l 5-4-8 4 248# 8.00" 127# 2.50" I� 1_-1- I .SOn 6-0-8 (R1-1-7) � C/L: -11-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports CM7aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.Fl-32766 Design: Mafr[x Analysis o1YHKINiNU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY C": BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part. of the building design and be TIC Dead 7.0 psf which must considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead pSf 10.0 psf (Truss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison; Wisconsin 53719). TOTAL 33.0 nsf JOB PATII: C:ITEE-LOKIHOMEDIR Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5459 Truss ID: S 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- 21615-1( HCS: 08.20.02 I DESIGN INFORMATION this design Is for an individual bu➢ding 'omponent and has been based on information provided by the client. The designer disclaims my responsibility for damages as a result of 'aulty or Incorrect information, specifications ind/or designs fumi�hed to the truss designer igthe client and the correctness or accuracy this information as it may relate to a spe- 'ific project and accepts no responsibility or amrcis- no control with regard to fabrica- "ton, handling, shipment and Installation of Prusscs. This miss has been designed as an ndividual building component In accordance with 1NSI/TPI 1-1995 and NDS-97 to be incorporated is part of the building design by a Building designer (registered architect or professional engineer). When reviewed for approval by the iullding designer, the design loadings shown nust be checked to -be sure that the data shown tre in agreement with the local building codes, cal climatic records for wind or snow loads, —ject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes :ompression chords (top or bottom) are cont-mu- rusly braced by sheathing unless otherwise specified. Where bottom chords In tension are rot fully braced laterally by a properly applied Vd ceifing, they should be braced at a naxlmum spacing of 10'-0" o.c. Connector dates shall be manufactured from 20 gauge hot lipped galvanized steel meeting ASTM.A 651 3-de 40, unless otherwise shown. FABRICATION NOTES .rior to fabrication, the fabricator shall review his drawing to verify that this drawing is In ioafornu nce with the fabricator's plans and to (eahze a continuing_responsibWty for such veri- lcation. Any discrepancies are to be put In 6rittng before cutting or fabrication. dates shall not be installed over knotholes. inots or distorted &m. Members shall he cut or tight fitting wood to wood bearing. Con- - iector plates shall be located on both faces of he trusswithnails fully Imbedded and shall be ,ym. about the Joint unless otherwise shown. A ix4 plate is 5" wide x 4" long. A 6x8 plate is 6" vtde x 8" long. Slots (holes) run parallel to he plate length specified. Double cuts on web nembers shall meetat the centroid of the webs finless otherwise shown. Connector plate sizes ire minimum sizes based on the forces shown find may need to be increased for certain hand- Ing and/or erection stresses- This truss is not 'o be fabricated with fire retardant treated umber unless otherwise shown. For additional hformatioo on guabty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES W bracing and erection recommendations are o be followed in accordance with "Handling nstaliing & Bracing'. HIB-91. Trusses are to is handled with particular care during banding Ind bundling, delivery and Installation to avoid lamage. Temporary and permanent bracing or holding trusses In a straight and plumb pos- tlon and for resisting lateral forces shall be lesigned and installed by others. Careful hand- ing is essential and erection bracing is always equIred. Nonnal precautionary action for vusses requires such temporary bracing during istaUa0on between trusses to avoid toppling Ltd dontlnoing. The supervision of erection of r es shall be under the control of persons Rperienced In the installation of trusses. Rofessionai advice shall be sought if needed. concentration of construction loads greater ban the design loads shall not be applied to cussesat any time. No loads other than the weight of the erectors shall be applied to fusses until after all fastening and bracing completed. Jb: AKLINC-aIUN K 3&4 AC: 10# 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. MAXLIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-0-0 I 2X4 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. 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 9TY:2 Locations--------------- --------------- 1) 0- 0- 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 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# 3-0-0 ."~ 2X4 220# 8.0011 GABLE STUD PLATES (12) 2X4 6-8-0 EXCEPT AS SHOWN PLATES ARE, TL20 GA TESTED PER ANSI/TPI 1-1995 Malronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Maii'Lr Analysis WAKNINU: READ All NOTES ON THIS SHEET. -- A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is apart of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required- (See HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 Donofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:17EE-LOKIFIOMEDIR 220# 8.001r Studs 0 2-0-0 o.c Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.7000 Truss ID: S1 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 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. WO: ARLK WE: DESIGN INFORMATION 'his design is for an individual building omponent and has been based on information :rovlded by the client. The designer disclaims ny responsibility for damages as a result of sulty or incorrect Information, sil"iflatlons nd/or designs furnished to the truss designer 'v the client and the correctness or accuracy If this Information as it may relate to a spe- lfic project and accepts no responsibility or kercises no control with regard to fabria- lon, handling, shlpruent and Installation of fusses. This truss has been designed as an adividual building component in accordance with INSI/TPI 1-1995 and NDS-97 to be incorporated s part of the building design by a Building )eslgner (registered architect or professional nglneer). When reviewed for approval by the ,uilding designer, the design loadings shown oust be checked to be sure that the data shown re in agreement with the local building codes, Deal climatic records for wind or snow loads, ,reject specifications or special applied loads. Inless shown, truss has not been designed for torage or occupancy loads. The design assumes ompresslon chords (top or bottom) are conUnu- usly braced by sheathing unless otherwise pecified. Where bottom chords In tension are mt fully braced laterally by a properly applied Igid ceWng, they should be braced at .aaxfmum spacing of Itr-0^o.c. Connector elates shall be manufactured from 20 gauge hot lipped galvanized steel meeting ASTM A 653, :rode 40, unless otherwise shown. FABRICATION NOTES !rior to fabrication, the fabricator shall review dr awing rawing to verify that this drawing is In onfonnance with the fabricator's plans and to mlize a continuing; responsibility for such vert- leaUon. Any discrepancies are to be put In siting before cutting or fabrication. !later shall not be installed over knotholes, rots or distorted gtain. Members shall be cut it tight fitting wood to wood beating. Con- nector plates shall be located on both faces of he truss with nails fully imbedded and shall be ym. about the joint unless otherwise shown. A Ix4 plate is 5" wide x 4" long. A 6x8 plate Is 6" tide x 8" long. Slots (holed run parallel to he plate length specified. Double. cuts on web nembers shall meet at the ecnlroid of the webs mless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown nd may need to be increased for certain hand- ng,and/or erection stresses. This truss is not o be.fabricated with fire retardant treated i mber unless otherwise shown. For additional iformation on Quality Control refer to ANSI/TPI 1-1995 'RECAUTIONARY NOTES 111 bracing and erection recommendations are i be followed in accordance with "Handling hstalling & Bracing', HIB-91. Trusses are to Pe handled with particular are during banding nd bundling, delivery and Installation to avoid `- 'amage. Temporary, and permanent bracing 3r holding trusses In a straight and plumb pos- �on and for resisting lateral forces shall be ',eslgned and Installed by others. Careful hand- ng is essential and erection bracing is always e quired. Normal precautionary action for cusses requires such temporary bracing during aslahallon between trusses to avoid toppling nd dominoing. The supervision of erection of �usses shall be under the control of persons xperienced In LI Installation of trusses. 'rofessional advice shall be sought if needed. Soncentration of construction loads grater han the design loads shall not be applied to nrsscs at any time. No loads other than the ielght of the erectors shall be applied to fusses until afLer all fastening and bracing completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-2-3 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 G 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 PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, C&C, V=.125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3.00 I 0-8-0 4-0-8 4 3 205# 8.0011 98# 2.50" 1-1-9 a�e 4-8-8 60# 2 50" � (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L:1-7-4 idd System !S) 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FU32766 Design: Matrix Analysis VYAKNINU: 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 b-eing or similar bracing which Is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations delenrrhned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIA Eng. Job: Dwg: Dsgtn-: 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 Attach with (4). 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 AR C Truss ID: T Date: 4-21-03 DurFac - LFF 1.25 DurFac Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:09.05.02- 2161 -108 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specNcations . and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated 'as part of the building design by a Building - IDesigner (registered architect or professlonal :englneed. 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 whid or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes 'compression chords (top or bottom) are continu- ;ousty braced by sheathing unless otherwise specified. Where bottom chords In tension am not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector "plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabdc ton. the, fabricator shall review this drawing to verity that this drawing is fir conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. Mots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A Ex8 plate is 6" wide x 8- long. Slots (holes) -run parallel to [he plate length specified. Double cuts on web members shall meet at the cent old 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. Wig 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 are to be handled with particular care during banding ind bundling, dcllvery and installation to avoid damage. Temporary and permanent bracing for holdingtrusses in a straight and plumb pos-. :tlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing is always vqulred. Normal precautionary action for asses requires such temporary bracing during installation between trusses to avoid toppling ind dominoing. The supervision of erection of sses shall be under the control of persons :xperlenced in the installation of trusses. rofessional advice shall be sought if needed. �oncenhatlon of construction loads. greater Pan the design loads shall not be applied to asses at any time. No loads other than the ieight of the erectors shall be applied to susses until after all fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.001, T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-6-3 7_ 0-6-6 WO: ARLK WE: Analysis based on Siirplified Analog Model. MULTIPLE LOADS -- This design is the ccmposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1= 2 35 0.24 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 Type 3- 3-12 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3-12 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 Q Attach with (3) 10d Toe -Nails 1-6-8 0-8-2 Attach with (1) l0d Toe -Nails 3.00 I 0-8-0 - 9 i 2-8-8 4 3 161# 8.001, 70fF 1.50" 11-9_D� 44# .50" (R3-4-81-1-7) � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -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 DRO VIEDO.FL32 i 66 Design: Matrix Awlysis WHMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by tire building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Prnvislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. (Truss Plate Institute, TPI, Is located at 583 D'Onohio Drive, Madison, Wisconsin 53719). JOB PATH. C:ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgiv: 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 scale = 0.8355 WO: AR K Truss ID: U 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- 21618-109 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provfdcd by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy_, of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabdca- 6n, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with KNSi/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked tobe sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrimlion.,the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con - hector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may 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 are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always . quircd. Normal precautionary action for trusses requires such temporary bracing during installallon betweemtrusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All 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= 0.0011 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-8-12 T 0-6-6 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coulposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg ..TC...FORCE ... CS! ..BC ... FORCE ... CSI 1- 2 19 0.05 4- 3 -7 0.03 TI: V QTY:2 ==============Joint Locations=========.===== 1) 0- 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP - PIN 0- 4- 0 113 69 -159 BOT PIN 1-11-12 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 159# Support 2 125# Support 3 4# 2-0-8 1 2 6.00 1-2-8 0-4-2 i Pace = 0-2-8 3.00 I 1-4-8 I 4 3 114€f 8.0011 48# 1.50" L 1-0-0 e� 2-0-8 19# 1 50" (RO-10-10) C/L: 1-11-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports �Maronda System 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FI-32766 dV/�ltlVlNU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce burktbrg length. Provisions must be mad' to anchor lateral bracing at ends and specified locations detennmed by the building designer. Additional bracing of the overall structure inay be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI,. is located at 583 D'Onafrio Drive, Madison, Wisconsin 53719). Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.2149 Truss ID: V Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Matrix Analysis JOB PATH: C. HCS: 08.20.02 DESIGN INFORMATION "Ills design Is for an Individual building component and has been based on information irovided by the client. The designer disclaims my responsibility for damages as a result of aulty or incorrect information, specifications Ind/or designs furnished to the truss designer ,y the client and the correctness or accuracy f this Information as It may relate to a spe- Vic project and accepts no responsibility or xereises no control with regard to fabrica- lon, handling, shipment and Installation of nmsses. This truss has been designed as an ndividual building component to accordance with 1NSI/TPI 1-1995 and NDS-97 to be Incorporated is part of the building design by a Building )esigner (registered architect or professional - °ngmeerh When reviewed for approval by the mudding designer, the design loadings shown oust be checked to be sure that the data shown tie in agreement with the iocal building codes, beat climatic records for wind or snow loads, iroject specifications or special applied loads. Jnlcss shown, truss has not been designed for etorage or occupancy loads. The design assumes ompression chords (lop or bottom) are conunu- 61y braced by sheathing unless otherwise `pecified. Where bottom chords intension are lot fully braced laterally by a properly applied tod ceWng, they should be braced at a naximurn spacing of I0'-0" o.c. Connector ilates shall be manufactured from 20 gauge hot lipped galvanized steel meeting ASTM A 653. ;rode 40, unless otherwise shown. IABRICATION NOTES !nor to fabrication, the fabricator shall review his drawing to verify that this drawing is In .onfonnance with the fabricator's plans and to callze a continuing responsibility for such ved- leation. Any discrepancies are to be put in yrtting before cutting or fabrication. dates sbaLL not be installed over knotholes, mots or distorted grain Members shall be cut or tight fitting wood to wood bearing. Con- iector plates shad be located on both faces of he truss with nails fully imbedded and shall be iym. about the joint unless otherwise shown. A mx4 plate is 5" wide x 4'.long. A.6x8 plate is 6*' vide x 8" long. Slots' (holes) run parallel to he plate length specified. Double cuts on web Mmbers shall meet at the centrold of the webs finless otherwise shown. Connector plate sizes re tnlntmum sizes based on the forces shown find may need to be increased for certain hand- Ing and/or erection stresses. This truss is not o be fabricated with fire retardant treated Lumber unless otherwise shown. For additional nformation on Quality Control refer to ANSI/TPI 1-1995 ?RECAUTIONARY NOTES Ill bracing and erection recommendations are 9 be followed in accordance with "Handling bstallmg & Bracing'. HIB-91. Trusses are to `e handled with particular care during banding °rid bundling, delivery and installation to avoid lamagera . Temporary and permanent being or holding trusses In a straight and plumb pos [ton and for resisting lateral forces shall be lesigned and Installed by others. Careful hand- Ing is essential and erection bracing is always equired. Normal precautionary action for rsscs requires such temporary bracing during nation between trusses to avoid toppling End dominoumg. The supervision of erection of fusses shall be under the contml of persons xperienced In the Installation of trusses. Rofesstonal advice shall be sought If needed. doncentmtion of construction loads greater ban the design loads shall not be applied to ivsses at any time. No loads other than the ,eight of the erectors shall be applied to r usses until after all fastening and bracing scompleted. Jb: AKLINQ�IUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-2-7T 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. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl Lee 58.0 ft W= 0.8 ft Truss in END zone; TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6 0.01 4- 3 0 0.01 le 1-1-9 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 DROVIED0.1`I-32766 Design: Malrtr Analysis TI: W QTY:2 Locations=============== 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 TOP PIN 0-'4- 0 76 24 -143 BOT PIN 0- 7-12 8 0 -3 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# 0-9-0 I 2 0-10-14 1 4 090 77# 8.00" 17N 2.50" �e-- 0-9-0 8# 2.5 ' 0-0-1 C/L: 0-7-11R0-0-1) Over 3 Supports Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 IIVF11tllUNti. READ ALL NOTES ON THIS SHEET. Eng. Job: WZ7 ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: W CONTRACTOR. Dsgur: TLY Chk: Date: 4-21-03 BRACING WARNING: TC'Live 16.0 psf DurFac = Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 - - which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psF O.C.Spacing: 24.0" p g• made to anchor lateral bmaclug at ends and specified locations determined by the building designer. _ Additional bracingee of the overall stmeture may be required. (SHIB-91 of TPI). (• Dead 1.0.0. psf Design Criteria: TPI (Truss Plate Institute, TPI, is located at 583 D'Onchlo, Drive, Madison. Wisconsin 53719)'. Code Desc: TOTAL 33.0 psf. V:09.05.02- 21620-1 11 JOB PATH: C:ITEE-LOKINOMEDIR 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 rsponsibWty for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and 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 i building designer. the design loadings shown . most be checked to be sure that the data shown are in agreement with the local building codes, local 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 scomprssion chords (top or bottom) are conLinu- 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 maxfmum spacing of 10•-o" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 'Grade 40, unless otherwise shown. FABRICATION NOTES IPrior to fabrication, the fabricator shall review this drawing to verify that this drawing is in f conformance with the fabricators plans and to " o, a continuing responsibility for such verl- �fication. Any discrepancies arc to be put In iwriting before cutting or fabrication. !Plats shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of ithe truss with nails fully imbedded and shall be isym. about Lhe Joint unless otherwise shown. A I5x4 plate is 5" wide x 4" long. A 6x8 plate is 6•• (wide x 8" long. Slots (hots) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forts shown and may need to be Increased for certain hand- hng and/or erection,stresses. This truss is not to be fabricated with fire retardant treated .lumber unless otherwise shown. For additional 4nformation on (Quality Control refer to ANSI/TPI 1-1995 'PRECAUTIONARY NOTES "Ail bracing and erection recommendations are Ito be followed in accordance with "Handling iInstalling & Bracing', HIB-91. Trusses are to `be handled with particular care during banding and bundling, delivery and installation to avoid damageTemporary and Permanent bracing for holding trusses In a straight and plumb pos- `pion and for resisting lateral forces shall be !designed and Installed by others. Careful hand- ling is essential and ermuon bracing is always irequred. Normal precautionary action for trusses requires such temporary bracing during 'installatlon between trusses to avoid toppling and dominoing. The'supervislon of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to tsses at any time. No loads other than the w rueight of the er Lors shall be applied to trusses until after all fastening and b—Lng is completed. J15: Hr UM-ilLM 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 BEAR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 10.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D= 0.021' T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4-5-11 0-6-6 I 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 ... CSZ--BC...FORCE... CSI 1- 2 -998 0.45 6- 5 920 0.22 2- 3 -964 0.52 5- 4 55 0.14 0 2.00 0-8-0 -� 10- 6 1 5 433# 8.00" (� 1-7-2 1 10-8-3 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 EMaronda Systems) 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL-32766 Design: Matrix Analysis YMAKNINIU: 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 slutilar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required- (See IIIB-91 of TPI). (Truss Plate Institute. TPI. is located at 583 D•Onofrio Drive, Madison, Wisconsin 537191. JOB PATH. CATEE-LOKIHOMEDIR TI: X QTY:12 ==============Joint Locations=============-- 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) .5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 432 243 -448 BOT PIN PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 243# 2-6-5 0-1-8 T 1-8-1 1 358# 2.50" 038 (RO-2-15) scale = 0.4694 Eng. Job: W : ARLK Dwg: Truss ID: X Dsgnr: TLY Clio: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf. DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0rt BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 osf \/•no nr_no n,rn, , HCS: 08-20.02 its: AKLINGTON K 3&4. AC: 10# UPLIFT D.L `DESIGN INFORMATION (This design is for an individual building 'component and has been based on information y7E$$ : 2X4 SP #3 Cprovided by the client The designer disclaims SLIDERS : 2X4 SP #2 any responsibility for damages as a result of t This truss is designed to bear on multiple faulty or incorrect Information. specWcatlons Jn p and/or designs furnished to the truss deslgner supports. Interior bearing locations should `by the client and the correctness or accuracy be marked on truss. Shim or wedge if of this Information, as It may relate to a spe- necessary to achieve full bearing. iclfic pr Ject and accepts no responsity or liexercises li g. ship ent regard to fabrica- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE on, handling, shipment and instanaUon of trusses. This truss has been designed as an Support 1 232# Pindlvldual building'. component in accordance with MAX LIVE LOAD DEFLECTION: nNSI/TPI 1-1995 and NDS-97 to be incorporated L/364 at Mid -panel # 3 as part of the building design by a Building L=-0 . 3411 D= 0..07" T=-U . 27" Designer (registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: engineer). When reviewed for approval by the building designer, the design loadings shown I T= 0 - 02 " must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes, T= 0. 03 n 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 conurm- usty 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 maximum spacing of 10'-0" — Connector plates shall be manufactured from 20 gauge hot . dipped galvaulzed steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication,! the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibWty for such ven- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted 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 nans'fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wlde'x 4" long. ABx8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web membe.-s shall meet at the eentroid of the webs unless otherwise shown. re mConnector plate sizes minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES V bmcing and erection recommendations are .o be followed In accordance with "Handling installing & Bracing',', HIB-91. Trusses are to m handled with particular care during banding and bundling, ddwery and InstallaUon to avoid iamage. Temporary and permanent bracing or holding trusses In a straight and plumb pos- ilon and for resisting lateral forces shall be ieslgned and installed by others. Careful hand- ing is essential and erection bracing is always equlred. Normal precautionary action for fusses requires such temporary bracing during nstallation between'trusses to avoid toppling uid dominoing. The supervision of erection of nrsses shall be under the control of persons -xperlenced In the Installation of theses. ,rofessional advice shall be sought If needed. concentmtion of construction loads greater ,ban the design loads shall not be applied to fusses at any time. No loads other than the velght of the erectors shall be applied to fusses until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 RMB = 1.15 0-6-6 1 1 1 � R 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. WndLod per ASCE 7-98, C&C, V= 1251rph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC...FORCE ... CSI 1- 2 1041 0.53 2- 3 -89 0.37 .BC ... FORCE ... CSI 5- 4 -1173 0.40 I 5 400# 8.00" 1-7-2 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO,FL32766 Design: Match Analysis 10-3-0 Over 3 Supports �11/�ftNINU: 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 sinular bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length_ P—Lslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. -9I of TPI). Additional bracing of the overall structure may be required. (See Ii1B (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537 19). JOB PATH. C:IT££-LOKIHOM£DIR TI: XI QTY:2 ==============Joint Locations==============,-. 1) 0- 0- 0 3) 10- U- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1- 4 80 0 -243 TOP H-ROLL 0- 4- 0 399 232 -422 BOT PIN. 10- 1- 4 246 0 -261 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 243# Support 3 261# 2-4-4 1-7-3 1 0 80# 2.50" 247# .50" C/L: 1 -1-4 scale = 0.4971 Eng. Job: WO: AR K Dwg: Truss ID: X1 Dsgur: TLY Chi{: Date: 4-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 2.4.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21623-1 1 HCS: 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 responsibWty for damages as a result of faulty or incorrect information. specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cIIic project and accepts no responsibility or cxcmtses 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 reviewed for approval by the building designer, the design loadings shown must be checked to, he sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads.. The design assumes :ompression chords (top or bottom) are continu- -sly 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 haxim an spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot lipped galvanized steel meeting ASTM A 653, grade 40, unless otherwise shown. FABRICATION NOTES ?nor to fabncatlon,'the fabricator shall review his drawing to verify that this drawing is in - :onformance with the fabricator's plans and to realize a conunuing,responsibility for such veri- 6tion. Any discrepancies are to be put in writing before cutting or fabrication. ?late. shanot be installed over knotholes, mots or dllistorted grain. Members shall be cut or Light fitting wood to wood bearing. Con- iector plates shall be located on both faces of he truss with nails fully imbedded and shall be ym, about the joint unless otherwise shown. A ix4 plate is 5" wide k 4" long. A 6x8 plate is 6" bide x 8" long. Slots (holes) run parallel to he plate length specified. Double cuts on web members shall meet at the centroid of tine webs inks. otherwise shown. Connector plate sizes ire minimum sizes based on the forces shown urd may need to be increased for certain hand- ing and/or erection.stresses. This truss Is not o be fabricated with fire retardant treated umber unless otherwise shown. For additional nformatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES W bracing and erection recommendations are o be followed In accordance with "Handling ristalling & Bmcmg'.. HIB-91. Trusses are to re handled with particular care during banding end bundling, delivery and Installation to avoid larnage. Temporary and permanent bracing or holding trusses in a straight and plumb pos- Von and for resisting lateral forces shall be lesigned and Installed by others. Careful hand- ing is essential and 'erection bracing is always equired. Normal precautionary actlon for rrusses requires such temporary bracing during fistallation between trusses to avoid toppUng aid dominoing. The supervision of erection of fusses shall be under the control of persons zperienced in the installation of trusses. 'rofesslonal advice shall be sought If needed. oncentmtlon of construction loads greater han the design loads shall not be applied to fusses at any time. ,No loads other than the eight of the erectors shall be applied to fusses until after all fastening and bracing icompleted. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 433# Support 3 13# MAX LIVE LOAD DEFLECTION: L/598 at Mid -panel # 2 L=-0.15" D= 0.02" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-1-8 0-6-6 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 should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 B1d Type= Encl L= 40.0 ft W= 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .. Td — FORCE ... CSI ..BC ... FORCE ... CS I 1- 2 -131 0.51 4- 3 -16 0.39 TI: Y QTY:2 ==============Joint Locations==============r 1) 0- 9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 7- 1-12 172 0 -433 TOP H-ROLL 0- 4- 0 308 249 -368 BOT PIN 7- 1-12 67 0 -13 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 249# Connection by others. 10d To, Face 0-2-8 2.00 J 0-8-0 Ij�l{ 6-7_0 4 308# 8.00" 3 L 1-6-0 1721E 2.50" I (R1-5-3) �e, 7-3-0 67# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 C/L: 1-12 Over 3 Supports scale 0.6719 WARNING: READ ALL NOTES ON THIS SHEET. Eng. .lob: W : ARL rMaronda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Y CONTRACTOR. Dsg11r: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC_Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, ponai bracing or sknilar bracOtg SANPORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bra"' TIC Dead 7.0 psf DurFac - Pit: 1.25 9 (407) 321-0064 Fax (407) 321-3913 shown Is for Lateral support of truss members at to reduce buckling length. P-1-istons roust be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bmeing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Des Code Dese:. 1005 VANNESSA DR.OVIEDO.FL32766 TONAL 33.0 psf 02- 21624-1 1 Design: Matrix Analysis JOB PAIN: C:l7EE-LOKl11OUEDIR .05.2 RCS: 0 (DESIGN INFORMATION Flits design is for an individual building i omponent and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- 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 Building Designer (registered'arclUtect or professional engineer). When reviewed for approval by the building designer, the design loadings shown shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at - maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Mdrawing to verify that this drawing Is in this with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in - ivdting before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the, truss with nabs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide z 4" long: A 6x8 plate Ls 6" vride x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenLrofd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Off bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing", HIB-91. Trusses are to - handled with particular care during banding and bundling, delivery and Installation to avoid iamage. Temporary and permanent bracing or holding trusses in a straight and plumb pos- tion and for resisting lateral forces shall be lesigned and Installed by others. Careful hand Ing is essential and erection bracing Is always �equtred. Normal precautionary action for 'trusses requires such temporary bracing during 'nsiallatlon between trusses to avoid toppling and dommoing. The supervislon of erection of fusses shall be under the control of persons xpenenced in the inIsLa➢ation of trusses. professional advice shall be sought if needed. Eoncentration of construction loads greater khan the design loads shall not be applied to nrsses at any time. �No loads other than the weight of the erectors shall be applied to fusses until after all fastening and bracing ,JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss- Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-2-11 0-6-6 0-8-0 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1-31 0.32 4- 3 -173 0.16 TI: Z 61TY:2 ==============Joint Locations========_=====R 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 1 2 Q 4 212# 8.00" 1-7-2 I (R1-7-0) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (!Mjaronda Systems 4005 MAR.ONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 - 1005 VANNESSA DR.OVIEDO.FL3276G Design: Matrix Analysis 1-4-4 0-7-3 1 2.00 87# 2.50" — 4-3-0 54# 2. 0" Over 3 Supports C/L: 4-1-12 scale = 0.9442 �►AKIV1141j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral support oft— members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall st—ture may be required. (Scc HIB-91 ol"ITI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C: TEE-1,OKIHOMEV1R Eng. Job: W : ARL C Dwg: Truss ID: Z Dsgnr: TLY Clik: 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: TOTAL 33.0 psi V:09.05.02- 21625-11 HCS: 08.20-02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client- The designer disclaims any responsibility for damages as a result, of faulty or incorrect information, spedflw6ons and/or designs furnished to the truss designer by the client and the correctness or accuracy Pal this information as it may relate to a spe- gcific project and accepts no responsibility or !!exercises no control with regard to fabnca- fBon, handling, shipment and. Installation of trusses. This truss has been designed.. as an 'individual building component in, accordance with MANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building, design. by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sum that the data shown are in agreement with the local building codes, local climatic records for wind onsnow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads.. The design assumes compression chord's (top or bottom) are continu- ously braced by sheathing unless otherwise specified' Where bottom chords In tension are not fully braced laterally by a properly applied rigid. ceiling, they should be braced. at a ..'am .'a n spacing of 10'-0" o:c. Connector plates shall be manufactured from 20 gauge hot Pipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. S FABRICATION NOTES prior to fabrication,*'* the fabricator shall review this drawing to verify that this. drawing is in - conformance with thefabricator's plans and to realize a continuing. responsibility for such verl- tication. Any discrepancies are to be put in writingbeforecutting or fabrication. - Plates shall not be installed over knotholes, knots or distortedgrain.Members shall be cut For tightfitting wood to wood bearing.. Con- n for plates shall be located on both faces of the truss with nalls"fully imbedded_and shall be >ym. "about the joint unless otherwiseshown. A 5x4 plate Is 5" wide z.4" long. A 6x8 plate. is 6" vide x 8" log Slots (holes) nun parallel to he plate length specified. Double cuts onweb nembem shall meet at the centroid of the webs mess otherwise shown. Connector plate sizes ire minimum sizes based on the forces shown ind may need to be -increased for certain hand- ing and/or erection -stresses. This truss is not I.a be fabricated with fire retardant treated. umber unless otherwise shown. For additional nformation on Quality Control refer to - ANSI/TPI 1-1995 PRECAUTIONARY NOTES ill. bracing and erection recommendations are b be.followed in accordance with "Handllrg nstalling & Bracing, HIB-91. Trusses are to ie handled with particular care duringbanding and bundling, delivery and installation toavoid lamage. Temporary and permanent bracing or holding trusses In a straight and plumb pas- , lion and for resisting lateral forces shall be lesigned and Installed by others.-_ Careful hand- ing is essential and erection bracing is always equired. Normal. precautionary action for - russes requires such temporary bracing during. nstallation between trusses to avoid: toppling nd dominoing. The supervision of erection of cusses shall be under the control of persons zpecnd in installation s the sation of trusses. So(rceessional advice shall be sought If needed. 'oncentration of construction loads greater. d rs: AKLII\K:iIUN K J&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 ' SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: . L/999 L= 0.0011 D= 0.0011 T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION:' T= 0.00" MAX HORIZONTAL LIVE LOAD. DEFLECTION.- T= 0.0011 RMB 1.15 1-4-7 T 0-6-6 i 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, 1C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat.-B, Kzt= 1..0 Bld Type= Encl L= 40.0 ft we:, 1.7 ft Truss in END zone,.TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3 0.01 4-,0 55 0.01 0- 3 20 0:01 TI: Z 1 QTY:2 =Joint Locations==== __===_== 1) 0 0- 0 3) 1- 8- 4 2) 1 8- 4 4) 0- 0- 0 - -MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc e 0- 4- 0 137 63 -226 BOT PIN ' 1- 7- 0 47 0 -125 BOT- H-ROLL. 1-8-4 i 2 0 2.00 0-8-0 1-0 4 Plate Height 4 = : 0-2-1 138# 8.0011 3 48#. Z. 1-7-2 ) 1-8-4 EXCEPT AS SHOWN PLATES ARE TL20 GAT TESTED PER ANSI/TPI 95 I 1-19 WARiNIING: READ ALL NOTES ON THIS SHEET. latrolllda SySteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. an the esign loads shall not be applied to BRACING WARNING: .. sses at. any Unie.:No loads other than the 4005 MARONDA WAY :gracing shown on this drawing is not erection bmdn ,winn ,eight of the erectors shall be applied to SANFORD, FL. 32771 which is a art of the buildin des! g d bmdg. Portal bracing or similar bracing cusses until after all fastening and bracing P. g gsr and which must be considered by the building designer. Hacing (407) 321-0064 Fax 407 321-3913 . shown is for Lateral support of truss members only to reduce buckling length. Provisions must be t completed. ( ) made to anchor lateral bracing at ends and specified locations determined by the building designer. - TOMAS PONCE P.E. Additional bracing of the overall structure may be required (See HIB-91 of TPI) - LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'On f io Drive. Madison. Wisconsin 53719), 1005 VAN NESSA DROVIEDO.FL32766 Design: Matrix Analysis JOB PATH: C:ITF.E7L0KIH0MED/R scale = 1.5329 Eng. Job: W0: RLK Dwg: Truss -ID: Z 1 Dsgar: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 `` psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 ncf v•ne nr nn ni cni HCS: 08.20.02 i Master Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist (. Sufficiency Review Manufacturer Name: Norandex/Revnofds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum 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 fastening method, if applicable. fl. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialanfic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melboume' Beach, City of Scan Date 4-4-02 A en Initials /Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/1'5/02 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- REVIEWED CITY OF SANFORD Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 A A SEE CHART FOR a c `e b 4` e' a° FASTENERS CAULK TOP OF MULL #10 •X 3/4" TEK SCREW I I _J I lWINDOW JAM 1x3 MULLION XFLA- lx4 MULLION RFL.A- WINDOW 5/e" JAMB #10 x 3/4` TEX SCREW ? • I I I ; I CAUL F BOTTOM u PRECASTED --' SILL, � p 3/8"MIN. I WINDOW HEAD o 26-1) " 19) FLA�-45 MULLION ANCHOR CLIP 16 GA. GALV- SHEET METAL 800 LB. MAX CAPACITY 7/8" lx3 MULLION XPU-26-1) lx4 MULLION RFLA-39) WINDOW I SILL I 3/8 "MIN. MAW, ME ACTUM NAM: oRA,vn �_' MASTER FILE # p T FOR p p FASTENERS • NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLAY 6063 T8, OR 8083 T5, / CHARIFS 'PA API, p•E. 2) ON EAWHEN HAANEGL.E IEIS C. TAPCTHEOTAI�C0 SHALL1BE•) FL REG. ENG.. d 49121 -PLACED ON MULLION CUP CENTERLINE. DATE: 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH — 3,000 PSI AT 28 DAYS. '-.3/4"MAX SEE CHAR i c NORODEX PAGE- 30 NOTES: 1) ALL AL1 OR 608 2) WHEN 7 ON EAC 3). CPEb ONCRE AT 28 1 CHARLES , FL. REG DATE ,W DW SILL SH HEAD DW SELL 3H HEAD NORANDEX PAGE .24 FFT4' RANAME.- 'ACTURER (2) 810 x 1-3/4" Pli-SMS IN70 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH um Gum A 1-1/4" MIN. EMBEDMENT INTO MASONRY. 9&E ELEVATION FOR ANCHOR SPACING. (1°°QI s(mwc cLAss DOOR CO�ARATIYE ANUYsIs CRARr H4 or Na cP 1 4' TEMPERED Gt.ss9 �=C0 Rmur Gt.ca DOOR (� �; • . D0If OE9tON LOAD ANCHORS ANCHORS 0610NR CAPACRY- -PSPD° _ WPARATIVE ANALYSIS CHART Ha OP NO: OF DESIGN LOAD ANCHORS ANCHORS Oammlom CAPACRY-PEP Q la � -q (2)10 z 1-3/4' FH-3MS [NY0 .2 z BUCK SEE c� P+�IIIVE A 1 snit A IAMB � , �Po9rrrvE g > A � 4 �-' ELEVATION FOR ANCHOR SPACING. 201" 48 48 S0 e INCI, mct A r . Ea '•V III111 BUCKI WITH1131/2- MIN.MEMBEDMENT. I_u SEE ELEVATION FOR ANCHOR SPACING. II 1 [4-- I . I- WOOD BUCK STEM REMP. 'ALL 10. PANELS & 60.0 Ilp... 2 BY WOOD BUCK 141.978" 80 (4) 46 4B E4 B 92.6' 19 46 19 a 162.760" 57.6 BT.S 24 'It = (s) 67.6 ST.S 1B a 75.8' 67.5 , 57.5 la a !28" fiD' 58.7 68.7 20 e esa2s (2.a) age age to e tot. 147.876" Bo"' 46 45 f6 90 to • 99.5" (4) as 43 18 E4 le 10 162760' !0.9 ago P4 !0 30 lll.'976' W (s) 515 36 6 le to 75.5- 514 55.4 18 10 !28" p8' 64.6 6a,6 20 10 » a2a (E6) a4.5 64.5 10 10 Na/ W PARSM'11g19 INDICATES PANEL SIZE IN PEST. 31ZE WIDTH ---------------- STEEL NEW. ALL 10" •PANELS - 60.0 D.P. WHIM gSHOWHOWN) AS RE SHIM TYP. JAMB. SECTION �X SHIMWOOD S- OR MUDD TRACK AS REQUMD 1 BY 2 BY BUCK (2) 3/16"0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1) 2 SHIU AS REQUIRED,. MAX SHIM STACK 1/4% ALL ALUMINUM EXTRUSIONS ARE AUpy g083-TS• r. a "' • ' •e ° 3 OR T6 WITH TYPICAL .WALL THICKNESS OF 0.82' USE HIGH QUALITY -CAULK BEHIND' WINDOW FLANGE y r. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING 'ON SIZK. 111 P X PANEL S) THE R1 PON5®ILIfY FOR SEL&MON OF NORANDEXBUILDING PRODUCTS TO MEET ANY APPLICABLE 'LOCAL '°" CODES. LAWS, DEADER AND SApETY REQUIREMENTS REST SOLELY OTHER SILL SECTION SOLELYY WITH THE ARCHITECT. .�. � // aro n /e BURRING OWNER OR CONMCTOR TYP. 1 B BUCK 7) CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS_ - 3.000 PSI m-1 r- (2BY2)xima lDpmt 88.7 09.4 30 so. 60.7 a A 69.4 () Z4 4 ee.r eaa la e ' 80.7 77.a 24 �) 00.76.BSB IB s 7 es6 8 B p a rl � 00" B.7. 70.9 2-0^i 80 (I=5) a47 T0.B lO a0 a O C 4 �, BO so so to co t1l (44)) so 8to 80 00 lB 10C\l'� En •65.9 86-3 24 �" e0.7 71.3 18 (9) ID 10 1,Q 4 O C 'y 68.7 7sB l8 9o' a5.0 940 20 (2-5) eg7 0&2 tp 10 to (2) 3/16"0 x 2-3/4" tp y p e TAPCON OR MIAMI (�I a DADE APPROVED CONC. -- FASTENERS. L Q a a w a SEE ELEVATION FOR a ANCHOR SPACING. _. cy p b a �' ai • . cli Zoo Dly }vo�o Da a- �y Cl y U g' y l /% X X X I X PANEL PANEL PANEL PANEL A v �� (4HY2)�r�l, tt1Jn,]tON C N NORANDEX PAGE 23 (2). #10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 9/16 0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) 3/16" TEMPERED GLASS WITH A 1-1/4' MIN EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 'PANEL ,SIZE DESIGN LOAD N0. OF ANCHOR SCREWS IN FRAME (2) 010 x 1-3/4' FH-SMS INTO 2 x BUCK INCHES CAPACITY—PSF SEE ELEVATION FOR ANCHOR SPACING. . HEAD AND SILL JAMB WIDTH/HEIGHT . EXTERNAL INTERNAL )X Xxx X7QIX ALL 30 his" x 591/2-" 53.3 55.8 ' 36 3ie� x 591/2 " 10 16 18 6 49.8 49.8 12 18 22 30 Ra x . 99'/2 " 49.7 49.7 6 10 16 20 . 8 .. 36 Vie' x 791/2 " 45 45 12. .18 22 OPTIONAL 8 2 BY WOOD BUCK SER=- •600 ALUMINUM -SEWING GLASS DOOR. AI i OPERABLE pANEiS (2) 010 a 1 3/4' PH -BUS EM 2 BY FASTENER CHART BUCK MTH 1-1/2 1IN.. EMBEDUENT. SEE ELEVATION FOR ANCHOR SPACING. CENTkAL^ (2) 3/16'0 x 2-3/4' RIDA TAPCON OR MIAMI 2 a FOOD BUCK 1 z WOOD BUCK DADE APPROVED CONC. 1 CALL BiZE 1fIDTI1 A ""`'�� NAME j ' FASTENERs. - SEE ELEVATION ` ANCHOR SPACINGFOR D sHIRm ?s ° �, TYP. HOW MUDD TRACK A3 REQUIRED 1. BY (2) 3/18'd x 2-1/4" TAPCON OR SERE IELEVAATIONPROVED CoNc. FOR ANCHOR PACCIINCG.. FASTENER SEE 1 SHIIi AS 'REQUIRED, MAX SMU STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6083-T5 9OR T6 1 USE HIGHITTHICKNESS OF 0.62" . WALL 4 QUAUTY C H. TYPICAL ULK BEHIND WINDOW FLANGE GLASS TIRCKNESS BASED ON TABLE E1300'GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. . 5) PRO PRODUCTS TO MEET RESPONSIBILITY ANY APPLICABOLBDIACALQ .L&WSx BUILDING CODES. *ORDINANCES 'OR -`OTHER' SAFETY [� REQUIREMENTS REST -SOLELY WITH THE . ARCI1[TEC , BUILDING OWNER 'UR CONTRACTOR- 6) CONCRETDA E -Y3 MPRESSIVE STRENGTH a 3;000 PSI (21JY2)� 'Anox (4BY2) in2CLL IggAtroN -4. 0 6 a Gael U 1 NORANDEX ' PAGE 22 r d to X 1-3/4' P.H. S.M.9 W/1-•1/2' MIN. EMBEDMENT SEE ELEVATION FOR .ANCHOR SPACING. W/1-1/21 MIN. EMBEDMENT NOTES: SEE ELEVATION FOR 1) :SHI1d AS 1 .ANCHOR SPACING. 2) ALL ALUM] OR;". 'WC 3) USE :HIGH 4)" GLASS: TH CHARTS; I 5) z PTuROOUCTS BU1I:DIHG•.' REQUIRE p�q BDII:DYNG 8) NOTE `s %IN HEAD'•AND a ALT. FIN ATTACHMENT UNDER SHEATHING CENTRAL; FL ORMA WilA.F. AGTLJRER NAME: oR4.vZ,,PX MASTER FILL # 3 .® HEADER -AND SILL SECTION w/i�1j21 MIN EMBEDMENST WOOD FRAME ANCHOR SPACING.OR MAX SHIM STACK 1/4". USIONS ARE ALLOY 6069—T5 ' D , WALLS THICKMESS OF 0.62" AMA jBEHIND WINDOW FLANGE WED RICI 8EU ON TABLE E1900 GLASS ARY DEPENDING ON S1ZF, :,OR SELECTION OF NORANDEX 18-1 :ANY APPLICABLE LOCAL LAWS. DINANCES OR OTHER SAFETY 5-1 ' .'SOL4Y. WITH THE ARCHITECT 8 CONTRACTOR HAT Eqa-L.FASTENERS AT 52-1 16—i 1'10 X 1-3/4" P.r1. S.M.S. W/1-1/2' ION. 141BEDUENT SEE'. ELEVVATION. FOR ANCHOR SPACING. . • .4' MAX s1, (TOP AND BOT9'OM) FL REG:; •ENC:. ''# 49121 DATE:.. 3J�T/OZ•' "" ISIONS WINDOW FASTENER -SCHEDULE HEAD SILORS N0. ANCHORS JAMB w ,INCHES)35 E TE60 45 95 � PSF PS PSF PSF Pspl PSI?) t W 25' 2 2 A V 3 3 9• 4• ,Z 2 2 C4 OgCq 2 2 2• 2 3 3 Rr 3 3 3 44 '� 3 3 3 w � 'y Cr 49-6/6 _2 2 2 2 2 2• 2' 3 3 3 3 3 .3. 4• 3 3 3 3 3- 3 82. 2 —2 _2 2 2• •2• 9 4 4 4 4 Z _3 9• S 4• 4 6-3/4 2 22 2 3 2' 2• 3• 3 3 3 4 4 5 6 CO'�1• s+ q' .4-- 4 5 �pp�S Gl" If r a NORANDEX PAGE 10 jJ 10 X 1-3/4" P.H. S.M S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 - 2Y4 En 5/416 415418 1.500 2.437 ® 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI A= 1311-tl.li ALT. FIN ATTACHMENT UNDER SHEATHING /$ 10 X 1-3/4- P.H. S.ILS. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. L HEADER AND SILL SECTION .WOOD •FRAME F= # e� # 10 X 1-3/4- P.H. S.M.S. W/1-1/2" MIN. EMBEISMERT SEE* ELEVATION FOR FOR ANCHOR SPACING.-- TYP. JAMB SECTION WOOD FRAME CHARMM A. PA P.R. FL REG. ENG. & �49121- DATE: 3/27/62 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2 ALL ALUMINUMEXTRUSIONS ARE ALLOY 6063-15 3�OR T6. WITH TYPICAL WALL, THICKNESS OF 0.62" . US&'HIGH ,QUALITY'.CAULK .BEHIND WINDOW' FLANGE. 4 ' GRASS. THICKNESS .`BASED 'ON TABLE E1300 GLASS CHARTS. AND'-MAY'VARY DEPENDING ON' SIZE. 5) THE. -RESP6NSU3IL117 FOR SELECTION OF: NORANDEX .PRODUCTS"TO'MEET ANY APPLICABLE LOCAL LAWS. BUILDING•:.CODFS;'ORDINANCES OR OTHER SAFETY .REQUIREttKN`TS 'REST SOLELY WITH THE ARCHITECT. BURMING (OWNER' OR CONTRACTOp, 6) NOTE •INDICATES=-'THAT�•EQUAL FASTENERS AT HEAD AND' SR:L -ARE ' REQUH2ED. TTF. AT er E4' 0.GUAX AIL -A DEI'lARrC SASH/ B DETAH.=. I NORANDEX PAGE 21 !e- TAPCON WITH A 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 L4 -,d # 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED, MAX. SHIM STACK 1/4". 2) ALL ALUMINUM 'EXTRUSIONS ARE ALLAY 6063—T5 OR T6 WITH TYPICAL WALL TIIICKNESS OF 0.62' . OW FLANG E 4; GLASSITHICKNESSYBAS D ONE ETABLE CAULK BHIND E1300 a . CLASS :CHARTS; AND MAY VARY DEPENDING ON SIZE `RFSPONSIBILrff, 5) THE' FUR.'SELEL'TION: OF .NORANDEX PRODUCTS TO HEET ANY APPLICABLE. LOCAL LAWS, 'BUILDING CODES. :ORDINANCES OR'OTHER SAFETY REQUIREMENTS'RFST'SOLELYWITH THE ARCHITECT; NE BUILDING OWR:•OR CONTRACTOR. . 8) A PRESSURE TREATED' WOODEN :BIICK-:OR • MARBLE SILL SHALL BE .ADDED `UNDER THE PRODUCT TO FULLY SUPPORT UNIT., 'THIS:'SUI?PORT SHALL -BE ul FIRMLY ATTACHED '11JTU MA30NARY' AND SUPPORT cn THE PRODUCT OVER ITS FULL LENGTH. (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH v 3,000 PSI AT 28 DAYS. ALT, HEADER SECTION 6) NOTE • INDICATES THAT E UAL FASTENERS AT TYP. 2 BY BUCK B.O.A.F.• 3/18' TAPCON '��*�,0 MANU FACTURMNAM1 W/1-1/4" MIN. -EMBEDMENT - Alo 94Ali�F � (SEE ELEVATION FOR ANCHOR SPACING)MAST-RE a• d• I CAL�Sl.ZE WIDTH 1/4" SHI MAX (BOTH 1 BY RUCK O 2 BY BUCK TYP. JAMB SECTION �) 1 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHARLES'A 'P N, P.E FL REG. ENG. # ,49121 DATE: 12/LT/Ol• # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. u Li Um ■mm 1 itiTt 4 DETAIL. C ,y DETA1LrB 24' aQ 0.� W � Q � O�q N E,�a,'W co co �. •NORANDEX PAGE 9 X3 16' TAPCON WITH A 1-1/4' MW. EMBEDMENT ® SEE ELEVATION FOR ANCHOR SPACING. J- 750 TYP -T L 940 U3 10 F.H. S.M.S. WITH A IN. 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING.` d T NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR TO 3) USE HIGH WITH CAULK BEAL 'VALL HIND WINDOWOF 0-LA . 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZp, 5) THR RESPONSIBMW FOR SELEMON OF NORAND PRODUCTS TO IX MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER S BUILDING REQUIREMENTS OR CONTRACTOR ARCHITECT 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY -SUPPORT UNIT THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED 7) BY OTHERS). CONCRAT COMPRESSIVE STRENGTH a 3,000 PSI -ALT. HEADER SECTION 28ETE DAYS. TYP. 2 BY BUCK 3/16' TAPCON - W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. MANDFA nOR(pA B.O.A,F. o ,UM- NAM: MASM !1 WIDTH N b. pLL— • 1 BY BUCK C .e 2 BY BUCK •. � TYP. JAMB SECTION 1/4' SHIM 1 BY 2 .BY BUCK MAX (ROTH .leuucl I - • •O. B D D D t> SEE NOTE 8 HEADER AND SILL SECTION �CHA�RLESE cA9• 4912E TYP• 1 BY BUCK DATE: 3/21/02 $ 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. lux , :?'P•_ ALL _ I Rf' 0.0 I��I AIL. -A SASH A�/ DETAIL -B 4 z M IA MI-DADE ,AIIAMI-DADE COUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jefersoil, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE'CO3MPLIANCE OFFICE ME-IRO-DADE FI.AGL ER 13U11.1)IN(; 140 WEST FLAGLEA S•I'ItIEI-I', SI)1.11E IC)()3 MIAMI, FI.OIZIDA 33130-1563 (305) 375-29U 1 FAX (305) 375-2Vos CON71LICTOfi L1Cl?Ntil\C: C-1'IOX (JU5) 375.2537 FAX (.105)37 5.255S CaxrlL�c-rol( FaFUIu•I•:�ll{.1I• ul�•lslc).v (305) 375•296(1 FAX (305) 375-29(5 •' .' IItUnI:CI' C:U:\"rRUL l)11'1tilO\ CIO) 375.39U: }r,�\(JUS) ]7�•G.lJ9 Your application for Notice of Acceptance (NOA) of: • Ecltergy-6-8 S-W/E Inswing Opaque Double w/sidcli(cs Reside' Insul(Itcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Mliterials and'Types of m Construction, and completely described herein, has been recomended for acceptance by the Miami -Dade County Building Code Compliance Office.(BCCO) under the conditions specified herein. This NOA shall 'not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fai.)s to perform in the approved manner, BCCO may revoke, modify, or suspend the use of sucfi'product.-oor material immediately. BCCO,reserves [fie right to revoke this approval; if it is determined by BCCO that- fliis product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 EXPIRES: 04/02/2006 .Raul icoant,uei Chief Product Control Division THIS IS THE COVERSI•IEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CON Q I -I jQ2 ja BUILDING CODE &TRODUCT REVIEW CO,\TAIITTEF, This application for Product Approval has been reviewed by.the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the- conditions set forth above. :APPROVED: 06/05/2001 9,11� 4_24�;� Fmncisco !. Quintana. R.A. Director Nfiami-Dnde County Buildint Code Comj)liancu Office \130450001\pc200011tamp)ates\notice acceptance cover page.dot Internet m:lit add resx:'postmasteri✓buildiuIcn(leonline.cum 11untepal.c: hup: uildin",CodconIi'nr—com Premdor Entry Svstems ACCEPTANCE No.: . 01-0314.24 'APPROVED JUN 0.5 2001 EXPIRES At)ril 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIO�\S I. SCOPE I.1 This renews the Notice of Acceptance No. 00-0321.26 which was 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 -Dade County, for the locations where the pressure rcquircmcnts, as determined by SFBC Chapter'23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enteray, 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E11'-1, Sheets. 1 through 6 of 6, titled "Premdor (Entcrgy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturcr,•dated 7/20/97 with revision C dated 01/11 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number'and-approval date by the Miami -Dade County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiorls of pair of doors and.single door only, as sho%%M in approved drawings. Single door units shall indlu.de all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the cdge of canopy or overhang to sill is less than•45 degrees. Unless unit is installed in non -habitable areas %vhere the unit and the area arc designed to accept wvatcrinfiltration.' 4. INSTALLATION 4.1 The residential irisulated steel door and its components shall.be installed in strict compliance %ti•ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcail. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systeni. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idcritilied in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O acial or the South Florid:>�3uilding Code (SFBC) in order to properly evaluate the installation o �i s stem. Manuel erez, P.E. Product Con xaminer Product ntrol Division 2 Premdor Entry Systems ACCEPTANCE NO.: . 01-03I4.24 APPROVED : JUN O 5 ZOOj EXPIRES Anril 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIOiNS Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (S) years. '_. Any and all approved products shall be pemianently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all.the rcquircipcnts of this acceptance, including the'corrcct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in ttic materials, use, and/or manufacture of the product or process shall -automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fcc) and granted by this =off ice. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number precedcd by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising litcinturc. Ifany portion of the Notice ofAcccptancc is displayed, then it shall -be done in its entirety. 7. A copy of this Acccptancc as well as ap{)roved drawings and other, documents, where it applies, shall be provided to the user by the manufacturer or its distributors and sl1A bc'availablc for inspection at* the job site at all time. The engineer needs not-rescal the copies. S.- Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel crez, P.E., Product mt.ro - . aminer Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES' WITH A BUMPER THRESHOLD (INSWING) 10 yr MAX 37 1/1• • MAX ar ■ r ,ac DtAna .. w cct --ITC 1 Nu L• MAX— IS' IS• Olz� ' NAX NAX MAX I11 IT rN.VS. rm ,a aD 2222 t7 v MAx • OL SPACtMG F147ill 17 1/9' MAX IlllB' QL SPACING j 17 If MAX O.C. SPACING W . 17 1/I' MAX OL SPACING ID•• MAX �S' """"""�� NAII •"r MAX �7 II/16• ro:l1•'rnvsINl-1. TW. IF MDR Cal)a [Adl llc ,"I TO i QF LOCK 11 37 1/4 MAX MIT ,. -_4• MAX AA, 1 MAi -t-13�z.G w ITT. 2�`�,111 _II 1 DO 1 /16' IT ATC r K " /TM TAWTDD.0 IS' 13' OC+Ps DG 13 DC 1 3' f7C_fl IS' OG�13' O.G� •A Irx• INx11XM L7TLCO(At NAi MAX NK MAX /TAX MA% MAX NAX MAx ' L• MAX 3• MAX �_ j'I ,• LF"• MAX K1Z ' . r lDC xTA/CLD sa Marc a ATTACH ASTRAGAL THROW BOLT 18 X i' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/1' HOLES FLATHEAD SCREWS' NOTES, lJ VCIoO BUCKS BY OTHERS. MUST BE ANCHORED - IB X I ]/L•' LONG PROPERL'Y,..TO!.TRANSFER.LOADS TO THE STRUCTURE. TLATHEAD SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO Lx I7ISVING R.H. INSv1NG QUALIFY THE F13LLOVING INSTALLATIONS A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY �l APPR1�EOASCCY:Yut�.1711.r_ STRUCTURALL'VOOD BUCK SOUnIFL A;Ilnp .G CODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE - El �� _IflDOOR SYSTEM iS ANCHORED DIRECTLY TO CONCRETE WATER WILiRAIS MERE VArER DTFILiRAiIONOR MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUDE►EJIiIS NEEDED x REDUiRETENr IS for NEEDED ONE BY WOOD BUCK x + fI., L15PASION 3. ALL ANCHORING SCREWS i0 BE 110 WITH x _ el4LOV.�_PLWNC5OF., MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCE HO.'D 1 • V 31 if OR 3/16' PFH TAPCONS WITH 1 1/2' MiNiMUM EMBEDMENT X UNITS. SHALL BE INSTALLED ONLY Ar LO:Arim PROfECTEO BY A CANOPY OR IkiO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDQ OF CAMPY OR DVERMANG 1. UNIT HOST BE INSTALLED WITH 'MIAM!-DADE COUNTY TO. SILL IS LESS THAM 45 DEGREES. UNLESS UNir is iNSrALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS MERE THE WIT AND iNE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFiLTRAHOK AND DOOR, -THREE STAPLES PER JAMB INTO THRESHOLD *ON SIDELITES AND DOOR. c I cAa COIHIr Pwir[CArlls% ftAlm S. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ``wtstxtIIlwt Itc ' L At JAMBS AND SIDELITES. CSItIbH)6 UtEII �t IIt Iai ALarollaa'oorn maalp lllca0, r. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SiDEL(TE BASE v :ORNERS ARE COPED AND BUTT JOINED. `�" "�T��""I FA 77rS I DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST �L � Y Y M 1T I-1029 YEW-1 NHiBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF D.B TO 1.2 MiL 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ P11 au SHEET I OF 5 WATER -REDUCIBLE VHiTE PRIMER V11H A DRY FILM THICKNESS OF (LB TO 1.2 MIL. . li[YS.�t IEiiu� 4 9/I6' GLAZING DETAIL 112' GLASS BITE INTERIOR INSWING v.• OTHER CONFIGURATIONS APPROVED AS COUPIYING WITH THE E out mxn hrawoo RINK � WgIP PI SOUNI F�OFUM �AIDINO CODE w� scCvf m U�[ na[: kCOL%VNaMopFjCE as mo+m.n..�mDMSM 1-1029-EN-1 AccEPWCEFm��-o3�Y.zy SHE[f 2ff 6 [memo C 2 BY WOOD BUCK I 5 6 7 80 11/16' MAX ' INTERIOR 79 5/16' EXTERIOR MAILKIALS LIST IIEH NO. DESCRIPIIQN PART NUHBCR CI1HHEtNTS — i VDOD HEAD JAMB 'IV-I4 1 1/4' X 4 9/16' NIL. TO BE PINE OR EQUIVALENT 3O COHPRESSION WEATHERSTRIP V-LOCKSCREEN BRAND LQXSrALp R 4 ALUHINUN ASTRAGAL _LV_ PRENDOR BRAND OR EOUIVALENT- 5/8• ALUMINUM ASIRAG ALUNINUH-BUMPER THRESHOLD EV-15 PREHDOR BRAND OR EQUIVALENT - 1 1/4'.x 4 9/16' ©STEELK TOP CHANNEL EV-08 'EDIT PREHDOR BRAND - 1 II/16' - 20 GA STEEL N 26 )OR .0b) tt►M[IITIMDorBASF VIM—nffjHAff_EflA&Bff_ FOAM - D NSITY 2.0 TO 2.5 lbs./F(' - BOTTOH CHAkW[I EV-07 PREHBOR BRAND - 111/16' - ZQ GA STEEL 9 10 WOOD LOCK BLOCK STRIKE STILE EV-09 4' X 9 1/2' NIL TO BE PINE OR CoulvALENI —� • U EV-06 15/16' X.1 II/16' HTL TO BE PINE OR EQUIVALENT 12 HINGE STILL LOCK PREP FILLER PLATE EV-D5 15/16' X 1 II/16' NTL. TO BE PINE OR EQUIVALENT PREHOOR.BRAND - .050• THICK- NIL. TO BE POLYETHYLE 13 q x4• HINGE EV-10 . 14 JAMB EV-16 HAGER BRAND_HItTGE OR EQUIVALENT - A91 THICK (STCI 1 1/4' X 4 9/16' NIL. TO BE PINE OR EQUIVALENT IS 110 x 3//44'' FHVS. (4) SCREWS PER HIN(,E INTO DOOR FHVS. • I t X IB• r- THE(�Ar IER Ia) SCRCvs IMMjGl S(RME IHTD SIDELITE • -"a cm 4' cm fRp1 B' ELL THCREAnER ' 6) S=VS I)RC(fAl EACH S111ELIIC .LUI INTO SIICL1tE4• SNfROx OP• tu15• DCTIEREArIER . I' 7 . �� tYA°S VAx n REFER 10 ELEVATION VIEW TOR 1 IB 110 X 3/4- FHVS. x SCREWS USED AND LQAT05 MAX (2) SCREWS PER HINGE INTO IANp 19 ' IB z 2' FHVS. (2) SCREWS AT EACH STRIKE PLATE I 110 X 1 3/4, FHVS, KVIKSET BRAND 200 LOCK OR HARTOC BRAND 100 LOCK (2) SCREWS PER HINGE INTO JAHB WOOD SIDELITE JAMB EV-19 I I/4- X 4 9/16- NIL- TO BE PINE OR EQUIVALENT 4 • 22 X 64•'SINGLE PANEL GLASS ' GLASS N A YP - �S' '''�• 1 3/4' DE-1 43 - (00L SIDELITE EV-20 TL TRIH (WOOD) EV-21 5/16 z 1/2' •HTL. TO BE PINE OR EOUIVALEN B 1 1�4'' WOOD CASING CV-22 �� s1oCHnv s(ae uwxr eEn�iiiasN) " I )a 'a yes u WOOD SIDELITE HEAD AND EV-23 1 1/4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT © �0 SIDELITE BASE EV-24 1 1/4 X / 9/16' NIL TO BE PINE DR f0U1vALCNT FIN. f L. POLYPROPYLENE LITE FRAME -1643, DDL-2 HP Polypropylene by ODL 16 X 1 I/2•P.AN.HEAD SCREWS B PER FRAHE SIDELITE STILES TD 4 1 Ari R. EV-26 - 15/16' X 1 II/16' HTL. TO BE PINE OR EQUIVALENT I PIN NAIL 4' LM Rao^ 4• a rxol To. tux e• Dt itcvr,M ME, m mum mm I DOW SILICONE #995 4 9/16' LDDIY I►[[ss RDICI, fRAC mC N4 B DAM COMly ►ODIFICAnotrs vum JD CImO510[S= @dCSS N]ICp 510lTTil 10 T A DDED PAGE' 5 (DOOR OPTIONS) Im.l.qg I R 1 / R. 21VISImIi SECTION �wRoveo u costrLw(c �n(n(e L - - ' It PART BAT[ BY a„ dn; PREMDOR ENTRY•SYSTEMS 90 31-1029-EW-I L .ITF(RS@I BNxI]NG CODE MU762 A SHEET 3 OF 6 A=PwuENo 0t-01tY.zy 2CVIS@I LE111R B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' - n \ J INTERIOR I 79MAX16` 80 11/16' MAX 2 BY WOOD BUCK SECTION 'C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 APPRDYM ASCo%:pCyjjjGkftnM wuni armm...- 1-1029—EW—I SHEET A OF 6 awsmi rnrta n i OTHER DOOR .' CONrMURA nyyn oxx �-� e w W aw w -• r w -- r W r 1 W w �' uvrw - _ p - r n.u• _ . e r� ® w yr ... ® e a Iw• e et v.o.c I 1 1 1 1 1 1 1 1 1 I 1 1 ► r ,•, r .n � � r .� r W �1 „ •r AW W ..1"' r •.r ate. ret r. - - et writ e ® enc s�•tiK eL vwa - o p d e nyry I�Mr w ® .. unr � . om• � o eL v.r..p v.oa o - atiop � 1. I4 _ et v.cwp o K V<M 1 1 1 1 W W W 1 b' Y� i F-1• W _`' 1, r. rr L- 0 on W APPQOVcO AS COIAPLYCKI'A1 MmE ENGI - O1!t=XE FLfgLmD M'CoDe BY P P •911 L etkLnnIPIIIS' ACCEPV,NCE AV 01- 0 Xx I H 31-1029-EW-I SHEET 5 OF 6 LIYIIKN MILK J u i nLr\- JJUUK I MLL S TYLES 36' r—MAX 7-916 0 [] �� no 000 MAX a oti Dan Boa oo. o0 001 nnn nn nnn BLANK TOP 6-PANEL 4-PANEL 9-PANEL 4-PANEL 10-PAWL l8-PANEL OTHER SIDELITE STYLES 36" —1 r MAX ' 79 , M X16' 0 SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-50D SL-69A . SL-69B 0 D 00 .nn.• an pd . nn as o0 oa no oa PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-8 0 o elO1;t 00 1113 oo� QQ Od QQ QQ 000 no o0 0 0 FLUSH 8-PANEL [RDSSBUCK 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBROV 5-PnNFl 5-PANEL V/SCROLL GYEBROV p p 1• 11 SL-69C SL-25 SL-55 SL-30D SL-40 ®o 10110 ao an PD-9 PD-10 00-11 PD42 1.. 9 F�� an PD-18 PD-19PD-20 PD-21 PD-22 PD-23 PD-24 PO-25 PD-26 �0 q one 00� Opp r pp0 a ❑ o 0 PD-35 PD-36 PD-37 PD-38 PD-39 PD-40 PD-41 PO-42 SL-90A Oo PD-13 iii I iii 111 I jj l••• !'�" 1�11iii i 0 . SL-90C SL-30D SL-30C SL-7o SL-B0 PD-15 PO-16 PD-17 rN 3 zto PD-J2 PO-33 PD-J4 i h S m n 31-1029-EW-1 SHEET 6 OF 6 a MIA MIDADE •N IAA[I-DADECOUNTY,FLORIDA -METRO-DADS FL•AGLER SUILD.I,`'G ------------ PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-crndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE CONIPL1A1tCE OFFICE MIT RO-DAIX FLAGLIA BUI1.1)ING 14.0 w1iS'r Fl•AGl.iut S'lltl'ir. r, SUrn, 1603 MIAMI, I"LOl IDA 33130-156.; (3U5) 375-39U 1 FAX (305) 37S-29(IS C:U\I'I(1%C.7UIL (305)a73-2537 co..N'rjL1C"rou FspoiLC:Ii\11{,\'r . (3US)a7S-2')GG l�.L\(.tUS)a75•:7U� I'I(UUt:CI' CU.S.I.W)1. D1N.ISMS Your application for Notice of Acceptance (NOA) of. (ans)a7s•2��u2 I,LX (a05)372•6l.11) Enter•gy 6-8 S-«'/E Outswing Opaque Single w/sidelitcs Residential Insulated Steel Door under Chapter S of the Code of Miami -Dade, County governing the use of Alternate Materials 'and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under fate conditions specified herein. This NOA shall not be valid after the ekpiration-dlte stated below. 13CCO reserves the right to secure this product or material at" any time from a jobsite or manufacturer's plant ibr quality control testring. if this product or material fails to 'perform in the approved manner, BCCO- Wray revoke, modify, or suspend the use of such product or material immediately. BCCO reserc'es the right to revoke this approval, if it is determined by BCCO that this product or material- fails to meet [fie requirements of the South Florida 'Building Code. The expense ofsuch testing will. be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 d EXPIRES: 0.1/02/2006 Raul Koangucz Chief Product Control Division THIS •IS THE COVERSHEET SEE ADDITIONAL PACES FOR SPECIFIC AiND GENERAL CONDITIONS BUILDING CODE .0 PRODUCT REV[-E`N' CO\IN11TTEE This application for Product Approval Code and -Product Review Committee t Forth above. -APPROVED: 06)05/2001 o has been reviewed by the BCCO and approved by the Building be used in Miami -Dade County, Florida under the conditions set Francisco J. Quintana, R.A. Director .Riianti-Dade County 13uilding Code; Compliance O('lice tiks04S000I1pc2DOO\XtempllLcslnotice acceptance cover page.dot Internet mail address:(tostrn;rstcrr�'buildin„cotJconline.com • [Iontclta�,;c: at(lp:!/tt'ttiti.buil(li Premdor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED JUN 0 9 '�-If EXPIRES Aoril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1A This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this-Noti•ce of Acccptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade; County, for the locations where the pressure requirements, as dctcmiincd by SFBC Chapter ?;. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outstiving Opaque Sinald Residential Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets 1 through 6 of 6,, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames with Bumper Threshold . (Outswing),'' prepared by manufacturer, dated 7/29797 with revision C dated 01115101, bearing, the Miami -Dade County Product Control approval stamp with the Notice of Acceptance. number and approval date by the Miami -Dade County Product- Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LI1IIITATIONS 3.1 This approval applies to•singlc uni.t applications ofsinglc door only, -as shown in' approved drawings. 4. INSTALLATION •4.1 The residential -insulated steel door and its componcnts shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection systcm. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit 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 identif icd in Section 2 of this Noticc of Acceptance, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con •not •xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 0I-0314:21 APPROVED JUN EXPIRES April' 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has. not'complied with all the requirements of this acceptance, including'the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 1. Any revision or change in the materials, -use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of revision application with appropriate fee) and granted by this office. 5. Any of th'c following shall also be grounds for rcmoval of this Acccptancc:- a. Unsatisfactory perfomiancc of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertisirig or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advcrtising Iitcraturc. If any poi-tion of the Notice of Acceptance is displayed, then it shall be done °i�n its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teriiiination and- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF 'I HIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Pro "irtrol Division 3' 4' MAX •1— IS' MAX &V 15' MAX O,C. A 15, r1KLM-UU1<..(LN1EHbY EHAND) WUOD EDGE SINGLE DOER WITH' SIDELITES IN OD WOFRAME WITH BUMPER . THRESHOLD COUT.SWING> CI, MAX 4' MAX — MAX 4' MAXpr' MAX3' MAX 3' MAX 3'MAXMAz14• MAX ,p MAX 4MAX--J/) 8 7A MAX TOP OF DOOR 8 . E TO 4 LaCR ' KvIKSCT OEAOBOLr HODCL 660 lIr,", KDDCARZD• ' , pCA0. 01 . MAX. DLO U. V. 8 3/I6' [ AOD" too DIICt6Ei �, r, 15' MAX 11 O.C. ` MAX•. 6' AX MAX�HAl MAX CIiAX 19' M r r is • 4' MAX —3' MAX 3' MAX NOTES,. 3' MAX 3, WOOD BUCKS BY OTHERS MUST BE ANCHORED 4' MAX ' MAX 4' MAX MAX 'ROPERL•Y TO TRANSFER LOADS TD THE STRUCTURE, 'J THE PRECEDING DRAWINGS ARE INTENDED TO UALiFY •THE FOLLOWING INSTALLATIONS. WOOD FRAME CONSTr N WHERE OAR CHMINIMUM TSTCM IS ANORED TO AA TVO DY WOOD PENIka MASONRY OR CONCRETE COXSTRLICTION WHERE RR OUTSViNG LH Ol1TSVING MR SYSTEM iS ANCHORED TO A MINIMUM TWO BY rRLCTURAL VOOD BUCK. HASONRY OR CONCRETE COISFRUCT•IDH VHERC )OR SYSTqTEM IS ANCHORED DIRECTLY TO CONCRCTE VAfC[Q IMRL5SUR VHIE VA�R BE IRAfI[H IE�BY�Vp00 TH WITHOUT ANON -STRUCTURAL MREMENI Is KEDE1 . QCQIIR IE iS 1 IEEDCD ALL ANCHORING SCREWS TO BE 110 WITH NiMUN i 1/2, EHBEDHEHr INTO WOOD SUBSTRATE x 3/16' PFH iAPCOMS'vITH I I/2 HINIMJH EMBEDMENi TO MASONRY. I I,DIS DULL BE DISIALLED OM.Y AT LOCAiM PRO1ECiED By A CAICPY OR UNIT HOST BC INSTALLED VITH 'MIALMT-DADC COUNTY MR" SUDI THAT IIE AALLE BCIVEEN IME EDGE Or- CeNDIT OR OVERIwt PROVED' SHUTTERS ID SILL IS LEST IMgN 45 MMES MISS WII iS UISiALLED IN iMREE STAPLES PER SIDE JAMB INTO HEADER EN1 SIDEL17ES M R-MAIIIAILE AREAS VMERE INE VNII AND IME AREA ARE DESIGKy ID D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER OFLIRAIIOK LAtEX SEALANT TO -BE APPLIED AT SIDE BY SIDE KOS AND SIDELITEL DOOR/SIDELITE HEADER, DCDR/SIDELITE JAMBS, AND SMITE BASE n�a utm Tn' rNERS ARE COPED AND BUTT .IOtHED DOORS SHALL BE PRE -PAINTED. WITH A VATER-BASED EPDXY RUST iBITIVE PRIMER PAINT WITH A CRT FILM rHICKNESS or 0.9 Ta 1.2 HR FRAMES SMALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ MMUR LNINT SYSI TER-RCDLCIBLC WHITE PRIMER WITH A DRY FiLM THICKNESS EIF DO TO 12 NIL CLLff= n MIR I14) PL� H/C�ADNLNSILI f61DPETNO ILTERNATCt 3/16' PFH TAPEOtd r/1 1/2, HINUWM EMBEDMENT i(SEE NOiET5 LES A 80 11/16' MAX MAX 08 x 1. 3/4' F.H.W.S 35 PER SiDE FROM JAMB INTO THRESHOLD APPROVED AS COST -LYING RI Ili lnc 5JVTH F��fjla l DUtLDIUO MOM dlT^ j(JM 1 pY_ i%1 Zll . It Jn PRODU TIC ATIOLCY.ISz,7N U DLALODI CODE Ca"APLIX CE CFFi..P ACCPJITATICE HO. Of - 03 /W. 2 I 1-1020-EW-1ri' SHEET 1 QF. 6 t Am trt:r -- GLAZING DETAIL IERVIN VILL1ANS USDA ,TERIOR GRADE LATEX CAULK C112' LASS BITE 1 r-- �. ___ ___� SECTION A -A O U T S W I N Gj OTHER CONFIGURATIONS 6B 7/4• Ex • ~.rc1gcOO ASCCj'0g4pf7�L�T�M�C{1AiH THE c W[ "I'", �IIMOa • 6iJtlq•` �+ J L (J _ �'P �ltl7[ Drl U n� � f 9 m ar TE16'EREO GLASS rrrtvLonsw; elaLraNc ruANCE sLmm. 1-•1020—E•N-11 ACCEaT.VTE1q,��'�3rv. zr C• SHEFi.2 Or 80 11/16' MAX EXTERIOR 79 S/16' MAX SECTION B-B 1 i/4- INTERIOR - rAN' NUHBLR. COIIHCNIS WOOD HEAD JAMB COMPRESSION V(ATHERSTRIP CV-12 ru 1 1/4' X 4 9/16' Hfl. TO BE PINE DR EDUIVALCNt VOOD STRIKE JAMB . q - K H R XS A p I I/4' X 1 9/16 HTL TO BE PINE ALUMINUM -BUMPER THRESHOLD EW-13 OR EQUIVALENT PRENDOR BRAND OR CQUIVALENT 10P CHANNEL EW-05.- - 1 1/4' x 4 9/16' PREMBGR BRAND - 111/16' i - 20 GA STEEL L01/ �JpT -m01 ' Pal Y 'ram CORr � ass rte 4ST(RR arm o Kr BASF FUAM - DENSITY 2.0 TO 25 lbs/re' BDTTDM CHANNEL V D EV-04 PREMOOR BRAND - 1 II/16' - 20 GA STEEL OCK BLOCK STRIKE STILE EV-00 4• X 9 112' NIL TO BE PINE OR EQUIVALENT HINGE STILE- EV-07 EW-06 15/16' X 1 II/16' NIL. TO BE PIK DR EQUIVALENT LOCK PREP FILLER PLATE EV-09 15/16' X 1 11/16- lin TO BE P PREHDOR BRAND - H n•,.� EOU'VALCNT 4'x4' HINGE WOOD HINGE JAMB AID x 3/4' FHWS. A10 X 2• FHV S. �p 1� namul t v SIDELITE WOOD STILE AB' x'2' FHWS. TUC KSET 310 x 1 3/4' FHVS. vuuu )IULLITE JAMB 22' X 64• SINGLE PANEL GLAS SIDELITE TRIM (WOOD) WOOD CASING• VOOD SIDELITE HEAD JAMB © WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME ' • A6 X 11/.2• PAN HEAD SCREWS PIN NAIL D❑W SILIC❑NE 4995 RrvRJ`w.ls cmrsTrtNc rent rstR 80UTH IaA1 u D 1p rP li JlJ [ REMD[ er . TIRp(o1y1s1oN �I c .[TT[Ils ormoRxlcoo� a„rFrcc P111saue6. LI -- -. ^ Lvui.V uLL/41 - .097 THICK (SlI 1 1/4• X 4 9/16• NIL TO BE PIr1E;OR EQUIVALENT (4) SCREWS PER HINGE INIE PINKIE sNAX 1 111L I r Eqpt SIDELITE -01 INIO 51ML11E, 4• GM rRD !P MIUC IS' [lL T14'J$NICR RETER TO ELEVAIJUN VIEV. FOR I or SE vS USCO NTII LOEATIQI EY-D1 15/16• X 1 11/16' NFL TO BE PINE OR;EQUIVALENT (2).SCREVS AT EACH STRIKE PLATE KWIKSET BRAND 20D L D( OR NARLpC BR AND, 100 LDLK 4f SCREWS 1410 :I IIIHM .IAMB TRIO INWIE JAN &OLTKREAFIER B B' OOVN rRtry In VS TIMM SIROM JM8 WTO SUELITE JMl. 4. 1m TRDI f1L THEREAr1ER p4) sCREVS MUCH EACH IRHCi OITD MaT JANi 5/16 x I/2• MTL. TO BE PINE OR EOUIVALEI �w `sly eUlIT-Rr sl Jnnss i�xz - 1 1 1/4' X 4 9/16- HfL TO PINE OR EQUIVALENT 1 1/4' X'4 9/16' HTL TO BE PINE OR EQUIVALENT iv —Li 2 F(P Polypropylene by ODL IB PER FRAME rD IMP l4 THERE aTl (' In+� rintt, 4• W IRon U14 rtei a Ot. ITE$Nrla I6E1 fH d11R6 Iwo 31-1020—EW-0 A SHEET 3 OF 6 FYlsml «IILR B 1/4' SHIM MAX �TERIOR I 79MA " . 80 11/16' MAX 2 BY WOOD BUCK -� SECTION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING U31-1020-EW-0 SHEET 2 OF 6 J r 1 1/4' DOW SILICONE 4995 Cipym- ps coup rm INTH THE SOUTHFLavum nun,....! 4- Pxr OX• .• PAX- I7• MK oz 17• MNc ac IS- rAX • ac. 13• MAR ac nc 1• MU ..Uuul\ �uivi IUUNH 11LJI�J hit tc"m wQ s aav m+c VATH tME _ Mu twran�.� r nac G,E C MIU{ � PI PA .W M anal 79 bui10C+G COtff C PUCE OFF PII .At-CEPr*CEhUoI-o�,i� 6• X 31-1020-EW-p SHEET S OF 6 BYISQI [[1lte u i HLK BuUK FANEL STYLES 36 J MA•X 79 /16" Q� �� ®ae� ME— �Q Ulu oat QoO❑ I 0 �a� Go BLANK TOP 6-PANEI 4-PANEL 9-Pae1El IO-P 4-PANEL ANEL 18-PANEL OTHER SIDELITE STYLES 30" -I r-MAX 79 M X -• SL-10 SL-20 SL-30 SL-60 SL-30 SL-308 SL-69A SL-698 C3 E3 II„ 00 • on no GG �� D� PO-1 PO-2 PD-3 PD-1 PD-5 PD-6 PD-7 PD-e 1 13 Po0 nn nn o® D00 p p o o o FLUSH 8-PANEL CROSSBUCK 12-PANEL 4-PANEL 0 4 ❑ 0 EYEBROV V/SCROLL EYEBROL 5-PANEL 5 PANEL v,SCROLL EYE BROV 0 I .. o 0 SL-69c SL-25 SL-55 SL-30D SL-40 SL-90A Qp . q oQ as no no oa PO-9 PD-10 PD-11 PD-12 PD-13 Flm I. go I LIT] I -# u 0 0 . I . Imi PD-iB PD-19 PO-20 P0-21 FD-22 PD-23 9 PD-24 PD-25 PD-26 PD-27 PD-28 PD-29 PD-30 QD 0 p©o tW1Y IH[SS ffF � u1�1s u6ts 601 Ci uo ❑a �� DDD o DDD o00 0 DDD � NPHISAWK PO-35PD-36 PO-37 • PD-38 PD-39 PD-40 PD-41 PD-42P0-4] PD-43A .PD-43B 1P SL-909 SL-9Dc SL-308 SL-30c SL-70 f SL-00 �D �D PD-14 PD-15 PD-16 PO-17 UHVI Q 154- PD-31 PO-32 < f6yx u PD-33 PD-34 W 31-10N0-EW-EW-0 SHEET 6 OF 6 I J-) 1 ► V 1v (D CV Ln Cr) CV 0 a W{ tgnc WINDL OAD SPECIFICA TION 0108 Dalton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: I. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 13 CA HORIZ ANGLE t 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT do (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB —U S BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). APPROVED SIZES: 9'-0" MAX MOTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIOTH 21" 5/16x1-5/8" 0 8. THE DESIGN OF THE LAC SCREW ' SUPPORTING STRUCTURAL AT EACH JB-US ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE f PROFESSIONAL OF RECORD .FOR THE BUILDING OR STF IiG'TURE AND 054" vERr TRACK-, IN ACCORDANCE., WI TN ;P,IJR� TNTC`9 d BUILDING COPES •-F01 /I T e;,,LOADS LISTED ON 1/4-20x9/16' TRACK I O O n . ' - ;. ,` ��, , � '.•�-, BOLT & 1 /4-2o HEx r•7% NUT AT EACH JB—US Approved:' = �-' � BRACKET W5. Wlioan, P.E .... T ro 3395 ADOi56k orP£NS1COLk FL.i251i_ ��IE Ytl ED fLOR10A' p fRRFlFaRfSNf NO: 0046489't=' '` ;:! . ' . GEORCL tEii1 FICA ON NO_'0j8519 NORTCITY OF SAIdFORD H•.ClROUW�,EPRFlC 150N'NC�'-0�J636 OP FIOAI CODE:. 0.1'08 REV P WM 9 ' x 14 ' MA X 4 4 PSF 1 OF 4 TRA Cl� END HINGE TOP BRA CKET REOUIREMEV TS 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET-- (P /N 108077) (5) 1/4-20x5/8•• TEK SCREWS (P/N 141668) �\ 14 GA WIDE BODY HINGE i (4) 1/4-2Ox5/8" SELF —THREADING SCREWS (P/N 100320) 1/4— 20x5/8" SCREWS END HINGES 9. 20 GA °o' _ BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) LHENO HOLE RH END HINGE I NYLOVl-ROLLER (P/N 270791) BOTT BRACKET \ % (P/ H-2J0;54 \ & LH-2Z03'55) \ .•�TEK SCREWS \ ',(P,/N 100507 c \ A"rived: - W.S. Wlson. P.E. 3395 ADDISON OR.. PENSACOLk FL 32514 FLORIDA CERTIFICATION N0. 0048489 CEORCL4 CERTIFICATION NO. 0185 i 9 NORTH CAROUNA CERTIFICATION N0. 023836 Dote: 3 - 51- o ( OP ri0/v CODE.. 0108 1 REV.:_ P -- " --1 /2 fir • . .(20 GA CENTER 16 GA END STILES STILES) Will 9' x 14 " MAX 4 4 PSF 2 OF 4 U-BAR L OCA•770NS 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 b 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN I (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: ` ]395 /�OiSJN'OR;'P�dS�Cd FL�325,j�:;, FL0RIDA,CfRTIRCAT10N NO. 004848�, NORM ,'4-%ROuNA ciRTihCAnoN Ii0 Date: _ ':��: Q j ,�Ts• �� "_: OPTION COOS : y (J REV. P _ WM 9 ' x 14 MA4 44 P F F jJ OF 4 Wind Load Test Report Report !# 0108P February 1, 2001 TES-i REOUIREMENT: 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 specificati9ps outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes to 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 I%. (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: 0 10 8 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPT[ON: • 1. Waynelvtark Model 8000, 90, 4 section. 2. Exterior skin has minimum uf.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'An�Wdrs.:GA18(Q127). APPROVED.OP.- NSt1L� �4,' Based on ofhers >5t qu ale t}G_:Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: �6 3Cd �� } �� 6 �ILDING W � � -1.ON W.S.;�(son,j"-.a(. �, 3395.Addisorr.Dr , PAm?cgla_EC44 �%�%� Florida Cer4;Ncr'oo tSg$ ;,{�:� l �cia-toJ K G. i Ole g Georgia Ccrt No��Jt85(•9 North Carolina CyrC Nd. 0 3�3t. 36'� cfllN of a a Wayne joanon MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD SPECIRCA TION 01 /0 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF N T S: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF •80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOKLTHE LOADS LISTED ON THIS..DRAWIN(Z".1' ..:''�� 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JB—US BRACKET (1) J8—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED Approved: _ t Ii :,�:•'i•' AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER iMS 'ADQI��ON+( N:� PENq FL Z25'1 (P/N 125i39). F;—jRIQ� Cc'�^.+>+tbN1 riCi1 ob�i89' _ �• CcZfiGk;LC1i11F1G1710N'!(0: O18519 ' �,• = .'•j:. Nl ii"qu.t� 1CGf10N N0. •0,132-Z , Date: APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" OPTION coax -`:gat„ :.:REV. P 1 wM 16 ' x 14 ' MAX, f 27 - 29 PSF 1 OF 4 w TRA_CI(END HINGE TOP SPA CKET REOUIREMEN TS 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) �L ARROW Bf D .J (4) 1 SELF —THREADING SCREWS r ` 2" NYLON ROLL (2) 1 /4"-2Ox5/8" W/ 4 1 /2" Sr T TEK SCREWS ALL / (P/N) 108135 ' 9 END HINGES Q \ \ O WIDE BODY ;"7/16" PUSH NUT AT EACH. HINGE (P/N SEE DROLLER (P/N 243341) BILL OF MAT'L) t• 'LOCATED .25 MAX BETWEEN ,.,PUSHNUTS AND BRACKETS 3" 20 GA 1- tom: OR HINGES U—BAR ,F HIN RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved:_ W.S. Wilson, P.E. 3395 ADDISON OR.. PEN--ACOIA FT. 32514 FLORIDA CEiM.cCAT10N N0. 0048489 8 GEORGIA CL:MFrkT10N NO. 018519 NORTH CAROUNA CEr;MFr_AT10N NO. 023836 Date: 80 (P/N RH-270354 & LH-270355) 20 GA CENTER STILES 6 GA ENO STILES OPTION CODE.' 0110 REV.' P1 WM 16 x 14' MAX, f27 -2-9PSF 2 OF 4 U-BAR L OCA BONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 0 f 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:.,,,. ,. WZ Wlsojl; ' 3395X01SON Dk-'' 4L VC'3251 i" 1 .. RARIDA;C r{�Z8 ' CEORCiA;C= �df$5� 'i•• — t.NORhl.O!R u kTCERn TlQN<N0= 023836 Dote • = 2 �r toOF. • OP Ty c66��f;'''REV. P1 WAi1 16' x 14' MAX, f27 —29 PSF 3 OF.-4 . CENTER 5 TIL E - & IN TLr -RUE DIA - TE - HINGE - L 0 CA T1 ONS V V V V V 12- 10, Approved:�C/'' RpORANGE' COUNTY BUIMDitrl nvy W.S. Wilson, P.E. 3395 ADDISON OR.. PDGAZOLA, FL 32514 FLORIDA cmpcAnoN No. ow489 CEORCLk cummknON NO. 0111519 NORTH cqmmA cERnF,,cknON NO. 02236 Date: ?-Zg —0( OPTION CODE. 0710 1 REV- pi I Wlvl 16' x 14*' MAX, -1-27 -29 PSA 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 norinally done in the field and per specifications outlined in the attached drawing. Two 518" duck blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximlun deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp •71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The nunimum 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. 3..067 vertical and horizontal track. 9. Seven 1B-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAILARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have ,less loading at equivalent pressures due to the decrease in area. Doors heiglits are approved to 3.times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop.,j Ans�vers,,,GA18(Q127). c,•. , APPROVED OP1;Ib� I F i r SO! Based ono_ er tcs b uiGillc 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ...,'`Name: .•) '.' '_•. JAI. �(�'• �..�? '4f�� 7`'.r[4�r„ '"'guy srrr11G';,'�a W. aJAI. !;T rGe C.:�r43 t'. Q !�':.YC�v •'� f't` S. Wilson, -.�B-P(�`y :r• '�? 3395 Addison.l3r„ PensacoZ':F 325 f4 " �_• " �° Florida CeR Ncle,➢d F�y48 ,,�c�' t: � 7�i� 6 L 5 d Tr Georeia Cert'No. 0Y8j,1;,;;.: ` 0 Wayne Dalton MODEL: S TYLE: DESIGN PRESSURE: WINOL OA0 SPECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEICH RAISED PANEL SCC # MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF p 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 AS•TM 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-4C 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. cD CN Ln r1 C71 C14 d z a a Approved: W.S. Wilson, P.E. 3295 AOOISON DR., PENSACO" FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION No. o18519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 4-2 8 -a! OP RON CODE- 0108 � REV. PI l 13 CA HORIZ 9/16" r— r3 NUT "0 OR ET NT A TED TI ON LLER M 39 o® �.0 T �r A 054" HORIZ (2) 1/4-20x TRACK BOLT 1/4-20 HEX DRILL .281 OR 9/3 (1) JB—US BRACKET LOC AT EACH ROLLER LOCH EXCEPT TOP BRACKET RO (P/N 1251 5/16x1-5/8 LAC SCRE 054" VERT TR 1/4-20x9/16" TRACK BOLT & I/4-20 HEX NUT AT EACH J8—US BRACKET WM 9' x 14' MAX 44 PSF I 1 OF 4 TRA C`( END HINGE; LE BRA CI(ET REQUIREME1iTS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) SCC # 0;2 -0.0 MA i I i � I � i I 14 GA WIDE BODY HINGE (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1/4-2Ox5/8" TEK SCREWS • 9 ALL END HINGES t(P/N 3" 20 GAU=BARWIDE BODY HINGE SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET \ f� (P/N RH-270354 — & LH-270355) TEK SCREWS ••� E �_ (P/N 100507 •'� Approved: ws. r'n�,,, P.E 3395 ADOISON OR., PENSACOtA, FL 32514 FLORIDA CERTIFICATION NO. 004M9 GEORCU CERTIFlGTION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 02.UU _p/ Date: 4 -z8 OP T/ON CODE.' 0108 REV. P 1 Z(20 GA CENTER 16 GA END STILES STILES) WM 9' x 14 " MAX 44 PSF 2 OF 4 U—BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN S E o"o 4 9' —b iHRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: Ws, Wilson, P E. 3395 AOOISON OR. Petc'COLA, FL 32514 FLORIDA CEHTIFICAl10N NO. 0048489 GEORGIA CVWCknON No. 018519 NORTH..CAMUNA CMF1CAnCN No. 0=8 Date: 9 - z 9 _ Oi OPTION CODE.- 0108 1 REV P 1 WM 9 ' x 14 ' MAX 44 PSF 3 OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 ®''"EST REQUIREMENT: _ - te door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. .TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A or I I%. (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. 7DUCT DESCRIPTION- 1. WayneMark Model 8000, 9x7, 4 section. S c 0 D 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KS 1. Cp PLAN3. Standard bottom astragal and retainer. MAST 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. - APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS a ased on other tests b e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Ime: W.S. Wilson, P.E. 9-2e-01 3395 Addison Dr —Pensacola, FL 32514 _ - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 we - Mai d wagne Dalton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD SPE-CIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WON x 14'-0' MAX HEIGHT POS. 27 PSF SCC # MAXIMUM SEC110N WON 21" D�-solo NFG. 29 PSF NOTES: I. 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: W.S. Wilson. P.E. 3395 ADDISON OR.. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048ti89 GEORCIA CERT1FICATON NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023838 Date: T- 2 8 -01 067" HORIZ . (2) 1/4"-20x5 TRACK SOLT 8 1/4"-20 HEX 5/16"x1 -5/8" L SCREW AT EA JB-US BRACT, DRILL .281 OR 9/3: HOLE IN TRACK F J8-US BRAC14 A TTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH J8—US BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTI01 067" VERT TRA (1) JB-US BRACKET LOCATE AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLS (P/N 12513� OPT/ON CODE.- 0110 1 REV- P 1. I WM 16 ' x 14 ' MAX, f 27 - 29 PSF I 1 OF 4 TRA CK END HINGE TOP BRA CKET REQUIREMENTS SCC # •.. 02-0-64 MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE /4"-20x5/8"(4) 1 SELF—THREADING SCREWS \ (2) 1 /4"-20x5 8" \ V 2" NYLON ROLLE W/ 4 1/2" STEIN / TEK SCREWS ALL / Q ® ENO HINGES g Q (P/N) 108135 oA a0 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"-20x7/8" TEK SCREWS (P/N 100507) Approved: it w.S. w1mn PP.` 3395 ACOISON OR.. PENSACOL. FL 32514 I FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH C ROUNA CERTISQUION NO. OZ=W6 Date: 4'-2 9— o ( . SOT (P/N RH-270354 & LH-270355) w1film 20 GA CENTER STILES 6 GA END STILES OPTION CODE.' 0110 1 PEV.' P1 I WM 16' x 14' MAX, -f•27 —29 PSF 12 OF 4 U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN Scc # y :. fS 2-60 G MAOSTER PLAIN 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 � (2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Y iil=n. P.E 3395 ADOLSON OR„ PeGkCOLA. R 32514 FLORIDA CVMFICATION. NO. 0048489 GEORCIA CEFMFICATION NO. 018519 NORTH CAROLINA COMMATION No. 023836 Date: q -,2g_ 01 OP 77ON CODE.' 0170 1 REV.- P 1 I WM 16 ' x 14 ' MAX, -t-27 -29 PSF 3 OF 4 CENTER ST/LE & INTERMEDIA TE HINGE L OCA TIONS ;c C # 0, ASTER PLAN 12 ----] I Approved: W! Wilson, P.E. 3395 AOOISON OR.. PETISACOII, FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROLINA CE}tI1FICATION NO. 0=6 Oate: T- 11 CA-7m.: I I OPTION CODE-1- 0110 1 REV- PI I WM 16' x 14 ' MAX, f 27 -29 PSF l 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 0 TEST REOUDIEMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P is TEST DATE: February 22, 2001. Temp 71° F. .'RODUCT DESCRIPTION• S C C # OZ - 08) 6 1. WayneMarkModel 8000, 160, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based ono er test b ' uival Altuninum Louvers and Styrene Window Frame Assembly per test number 020501. dame: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519