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128 Pinefield Dr 03-2777 SFR
• PERMIT ADDRESS , CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PROPERTY OWNER SO4L ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE C7 d SUBDIVISION En PERMIT # 63 ' 9;IT) DATE R 0 4S 0O PERMIT DESCRIPTION % QL- PERMIT VALUATION a 31 j% SQUARE FOOTAGE d Ar CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 128 PINEFIELD DR for which permit 03-00002777 has heretofore been issued on 9/08/03 has been completed according to plans and specifications filed in the office of the Buildin Official prior to the issuance of said building permit, to wit as �,` 4,,,)�`,i, �Qn�S �,,, complies with all the buif1ding, plumbing, electr al, zoning 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 r1or` ZONING: Inspected FIRE: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Signs 12 Street 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 I)ATF APPROVAL DATE AMOUNT 9/09/03 9/09/03 9/09/03 9/09/03 9/09/03 9/09/03 9/09/03 9/09/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 128 PINEFIELD DR for which permit 03-00002777 has heretofore been issued on 9/08/03 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 buirlding, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 9/09/03 9/09/03 9/09/03 9/09/03 9/09/03 9/09/03 9/09/03 91.93 11.44 847.00 11.44 1384.00 650.00 1700.00 OWNER BUILDING OFFICIAL / DAT 0 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: \ - of 3-O'A PERMIT #: 3 - �� 1 ADDRESS: l CONTRACTOR: MARONDA PHONE #: 1 - W �--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. ngineerin :] Public Works Utilities Fire V'\ I A Zoning vA � A Licensing n � CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) u'ro 3&8ao CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: 3 - JY-) ADDRESS: 1 CONTRACTOR: MARONDA PHONE #: "S2\-y'��0-\0�-o The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering :)Fire A 1/yf/ ublic Works (rn'n�g' DZoning ti� A Utilities Licensing n i 'r� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I • 1 l a Lai; 1 G CERTIFCATE OF OCCUPANCV1 REQUEST FOR FINAL INSPECTIV **** SINGLE FAMILY RESIDENCE""D Se DATE: u ' PERMIT #: u ADDRESS: l Q��,-�� ov, A o �? CONTRACTOR: MARONDA PHONE #: \ - �o \ b �-O Or- v The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering :] Public Works Xt lities CONDITIO Fire 0, 1 IA ❑Zoning >'\ \ q -DLicensing n � 6 COMPLETED ONLY IF APPROVAL IS CONDITIONAL) A *K iT' NER S U R V E Y I N G 16 January 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 128 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 NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067-0077 Expires December 31, 200! SECTION A- PROPERTY OWNER INFORMATION FaInsurance CarperVUse: BUILDING OWNER'S NAME Nlli MARONDA HOMES BUILDING STREET ADDRESS (tr>rlurlin;g Apt, Urd, Suite, to doi Bldg. No.) OR P.O. ROUTE AND BOX NO. Comparry NAIC Number 128 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Desorption, etc.) LOT 14, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residerdal, Nan -residential, Addition, Accessary, etc. Use a Commerb area, if necessary.) RESIDENTIAL LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( #AP - W - ##.##' or #0 ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAW & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMNOLE FLORIDA B4. MAP AND PANEL 07. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFDC 136. FIRM INDEX DATE EFFECTNFIREVISED DATE 136. FLOOD ZONE(S) (lace AO, use depth dibodrg) 12117CO065 E APRIL 1995 APRIL 1995 x NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Protie . ® FIRM ❑ CommunAy Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): Bi 2- Is the butd'mrng bcaoed In a Coastal Barrier Resources System (MRS) area or bihembe Proiscted Area (OPA)? ❑ Yes ® No Designation We SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)' C1. Building elevations are based on: ❑ Cordhxton Drawings' ❑ Building Under Corutru ti ® Fnished CordWbDrr •A new Elevation Certificate wd be required when consfnudion of tibe building 6-amVlete. C2. Building Diagram Number 1(Seled the buidig diagram most similar to the buidig forwhich this owl ficate is being completed - see pages 6 and 7. If no diagram aocurateiy represents the building, provide a sketch or photograph.) C3. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, ARIAE, ARIAI AX, ARIAH, ARIAO Complete Items C3.-a4 below according b the building diagram specified in Item CZ State the datum used. If the datum is diferent from the datum used for the BFE in Section B, convert the datum b that used br the BFE Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 29 ConvembrW .omments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ® No o a) Top of bottom floor (including basement or enclosure) 21. 36 ft(m) o b) Top of neA higher floor NA . tt(m) o c) Bottom of bwest horimntal structural member (V zones only) NA . _ft(m) o o d) Attached garage (top of slab) 20. 86 ft(m) E o e) Lowest elevation of machinery ancilor equipment w co servicing the building (Describe in a Comments area) 20.9 L(m) � o t) Lowest adjacent (finishecl)I grade (LAG) 20.6 ft(m) z' N o g) Highest adjacent (finished) grade (HAG) L. 6 ft(m) o h) No. of permanent openings (flood vents) within 1 It. above adjaoent grade NA o ) Total area of all permanent openings (flood vents) in C3.h NA sq. in. (sq. am) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION Thts 'oert fication is to be stgned and seated by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data avaUable. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIRER'S NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SAWORD AVENUE SANFORD FL 32772 SIGNATURE DATE TELEPHONE 20 JAN2004 407,M-2000 IMPORTANT: In thm the conyWndnq Infai ndim from Sec 5w A. For Insu aroe Car perry Use: BULDING STREET ADDRESS (Yrdrdrg Apt. Un t Suk ardbr Bid. No.) OR P.O. ROUTE AND BOX NO. Pdw ftuber 128 PINEFlELD DRIVE CITY ` ' STATE 2P CODE Carp" NAIC Nurber SANFORD FL =71 SECTION D •`SURVEYOR;'ENGINEER, OR ARCMTECT CERTIFICATION (CONTINUED) COPY both sides of this Elevation CertBcaP for(l) oommunty otkial, (2) itsuis agenlloomparry, and (3) buidig ownff. _ ❑ Check rime if AbcIvnents SECTION E • BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A MffHOUT BFE) For Zone AO and Zone A (% ut BFE), oornplete Items E1 through E4. If the Elevation Certifioate is intended for use as stpportng infom►atan for a LOMA or LOMR-F, Section C must be completed. E1. Bulding Diagram NwTiw _(Select the buidng diagram most sndar b the building fvrwhch this oertf6e is being completed — see pages 6 and 7. ff no diagram aocumd* represents the building, provide a skatch or photograph.) ... I ... - E2_ The top of the bottom floor (including basement or enclosure) of the building is _ t(m) _in.(an) ❑ above or ❑ below (check one) the highest a*Gcrd grade. (Use - natural grade, i available} E3. For Buidng Diagrams 6$ with openings (see page 71 the nand higher floor or elevated floor (elevation b) of the buid'ng is _ ft(m) _n.(om) above the highest adjaoerd grade. Complete Inrns C3.h and C3.i on front of firm. E4. The top of the platform of machinery andlor equipment servicing the building is _ ft(m) _n.(an) ❑ above or ❑ below (check one) the highest acrpoent grade. (Use natural grade, i available). E5. ForZone AO only. If no flood depth number's available, is the lop of the boUom tloordevaled in accordance with the comminitys &m*Ian managernent ordnartoe? ❑ Yes ❑ No ❑ Unknown. The local o1W must oertlfy this information In Section G — : ' SECTION Fr' PROPERTY.OWNER (OR OWNER'S REPRESENTATIVE) CERTiFICA710N - The property owner orowrWs authorised represerftaUve who completes Sections A, B. C Qterns C3.h and C3.1 ordy), and E for Zane A (whxA a FEMkissued oraomnxrrdy- issued BFE) or Zone AO must sign here. The in Sections A B, C, and E are cored to itre best ofmy"wfedge._. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE aP CODE SIGNATURE DATE TELEPHONE COMMENTS , ❑ Check here rfabc rTT is SECTION G • COMMUNITY INFORMATION (OPTIONAL) The local official who's authormed by law or adinanoe to administer the oommunit/s ttoodplan management ordnanoe can complete Sections; A, B, C (6r 9 and G of this Elevation Certficate. Complete the applicable item(a) and sign below. G1. ❑ The i bmdon in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or armed who is ardhortaed by state or locai law b oar* elevation idamation. (Indicate the source and date of the elevation data in the Comments area below.) GZ ❑ A oornmunty ofTidd completed Section E for a buidig bcated in Zone A (wihad a FEMA-hsued oroommundy-bmW BFE) or Zone AO. G3. ❑ The uawirg Information (items G4{g) is provided for w* floodplan management purposes G4. PER W NUMER I k5. DATE PERW ISSUED I G6. DATE CERnFCATE OF COMIANCEOCCUPANCY ISSUED _ .I L � � G7. This pemd has been issued tor.. ❑ New Constinidioii ❑ Substantial Inprovement GB. Elevation of asbuit lowest door (including basemeinQ of the buldig is Datum: G9. BFE or (n Zone AO) depth of flooding at die' buidig srle Is _ NO Datum: LOCAL OFFICIAL'S NAME : ; . TIT11 COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS 4 (Iffif!'!TY (it 1"IJIIIHOLA.: DY (;:".,(,y (T.'' 1';A1%!1`*0',0D UTATZIENT NLMENR 1Q3-/Ud3V f0;y,%,Q4 WOOD (C1,3M, ..._ ...._ ._ COUNT• Y `.�._15' c._ F•_ ...-"._�..�..._ .. .... �... .... ............ a% IMIT ADEPES132 Of ET&WTEAN I lop, ["ink i 3a .7 /uZo ................. LNID USE CATEECRYs 001 - Singlo Fomily Detachnd Howe TYIS Mkv ku"Adeolial NC RK DEECN1PTXGNs Singlu Family Powon Dutachud — Cow skrucLion --- ---- ---- --- ----- TKA- BEKEFIT RAI FFE UNiT RATE PER I a TYPE TnTnL MY! TY117 DY C, I sc,..Aunk DESC. UNIT up UNI03 AM-------------------------------------------------------------------------- -ARTTRIALS CO-910E 0 dwl unit 0 703.00 1 1 703.00 NOADC', LXDRhRY co-wxbE 0 dw! unit 0 51.00 1 Q 51.00 sHm"C003 CO-WIIE 0 dwl unit 01,324.00 1 0 qjnnoo NOTE TO RECEIVIVO SIGPhYCRY/f?PLTCANTu FAILLRE TO NOTipy nwoz Am)) 1::*N�;(J!:i... T)JiELX PAYMENT MAY REnU.T IN YOUR LlhBILITY FOR THE FEE. TO)'.' DXOTRIbUTICHs I-COUNlY A - CITY 2. API t ICANT A-UUUNTY 1`1*::kM')N!'; (0_:& ADVISED THIT THIS IS A STATENINT OF FEES W:UCII OR`: e�.ND PAYAELE PRIOR TO XBOUPHCE OF A 1UI1..5)XH0 MAINIT. FT.Nfl';O!,!S; AUSO ADVISED THAT ANY RIGHTS OF THE A"PLACANV, OR ONAWN, TO OPPEOL TFE CALCULnTfUNO OF THE ROnn, hIVRORY 3YOTHM AM)/OR UM1(ATX040 MOM= IMPACT FEES MOST BE SKERCISED BY FICIM.; A WRITTEN REOLEST WITHIN 15 CALENnOR DAYO OF IRE RvcExv1H0 DATU ABOVE, our NOT LATER THIN CERTIFICATE 07 OTCUPANCY G::e ('1Y. TFT: R[7.(L1.-.`3T "'OR REVIEW MUST VNET T412 RLSMIATMEHTS LTI IIH::: (:XAJH'(Y L(INM DEVELnPMENT CODE., COPIES OF THE RULES SUVERAIND APPEA= MAY rN PZCVnD UP, OR WHOUE91ED, VROM 1VE PLrN IMPLOrUMTATION 0FKXCZ: 1101 KMA' FYRST STRCLQ SANYORD, FLUAIDn 327?1; (607) 655-7071. PAYMENT OECULD 1E VADE TOu CYIY OF SANFURD TIJAX1111 DE1jwZTvK1jf ".300 ;1104011 'PA'. '%!l< 0)1.11 PAYVANT BAMULD BE BY CHECK OR NOVEY CPDLR. OND M1310 MA11031'! MMOTTI AND CITY DUTLDIN5 PERMIT HJMNEW AT THE 70;.* MOT.I: ST&T111f; 00)TUMENr IS VAUID DAUY IN CONJUNETION WITH ISSUANCE OF n??:, rAMILY RUfLDYNG CITY OF CANFORD PERMIT APPLICATION — 8F Permit #: 0 3 ^ C� / -� Date: August 13, 2003 Job Address: 128 PINEFIELD DRIVE LOT 14 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,288 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0140 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road.Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this 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 enities 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 requirementsof Florida Lien Law, FS 713. k-/e�����%/13/03 Signature of der e ent Date Russell Keith Summers Print Owner/Agent's Name IoAbw* �&bqkv:6 8/ 13/03_ Signature of Notary -State of 1 rida Date �...noun.........nn.................... o LALIME PELLEGRINO r Cat N.— DOt>�28p{ t'c�IttM 7naQ0pf . a eatdw taro (aoo>a�o.�4 Fb*b Nowy AM im Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bld . o -��Zoning: 8/ 13/03, Signature of ontrac Agent Date Russell Keith Summers Print Contractor/Agent's Name &td ao 813/03_ Signature of Notary -State of •lorida Date �ununnw..n......................... LAURIE PELLEGRINO Comm/ DD0232804 E>mr.. �ntlRao� w awabd fiat (aw)ca4264= Rand. me : Contractor/Agent is _X_ Personally Known to Me or Produced ID (Initial & Date) (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) Special Conditions: ,5Uuy . �09 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 128 PINEFIELD DRIVE Lot: la Panel: 3 Electrical Contractor: DANIEL G. PUGLISI Residential: __� Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. icant'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: 128 PINEFIELD DRIVE Lot:14 Panel: 3 Mechanical Contractor: GARY CARMACK Residential ____A ____ Non -Residential CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 128 PINEFIELD DRIVE Lot: 14 I Panel: 3 Plumbing Contractor: _____WILLIAM T._SELF Residential: _ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: $52.00 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. /)/d- r I& 11 Applicant's Sig ure CFC057039 State License Number ALaronda Homes AN EASILY OBSERVABLE BETTER VALUE1 1101 NORTH KELLER ROAD, SU/TE F • ORLANI.)O, FLOWDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 14, 128 PINEFIELD DRIVE at CELERY LAKES. RUSSELL KEI �:S MMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 13TH day of AUGUST, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. LAME PELLEGRINO iawa:t Omift 7/16=a = NOTARY PUBLIC PA ft 0> Mc CADocuments and Settings\pellegrinl\Desktop\PERMITT ING\City of Sanford\LOA Keith Summers for City of Sanford.doc u U. On v, oQ U9 " ce o .W W : N Zu�r� z qz �00 ` LUoZZ In'4 0 0 0 NIMM E NORBE, CLERK OF CIRCUIT COURT BRINDLE COUNTY BK 04939 PG 1204 CLERK'S # 2003131296 RFXDM 07/29/2083 MOW PN RECMINB FEEB 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 14 128 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) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2386 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. let St. Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484. (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) l� RUSSELL K MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. • ��oF rtoq DEBBIE TIME O C0�?.,�� Notary Public PUBLIC > My Comm CC 915 05 MARYANNE UM Cowl no Penaly www,l I I Dmw I.D. CLERK Of C1 41 fL01t" SEM1Nbl.E CQU Fes. 2 9 �003 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 14 Subdivision: CELERY LAKES Property Address: 128 PINEFIELD DRIVE ❑x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). E 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. rX_1 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Wednesday, August 13, 2003 SIGNATURE: (By Owner oP Aa orized Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 14, 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 0 z rn a w J Cr U V9 3 i N 89*38'17" E 121.64' 38.65' 5' DRAINAGE ESM'T 5.00' W I Y C'j i ~ _ I 'OQ O I I W y z Q 14 CD �OaZ0 E14JI o i W 0 D CD a_ -J _ O 110.00, d < of 1 ----------- 5.00' 58.00' - ' 5' DRAINAGE ESM'T 25.00 I ' I N 89*38'17" E 121.78' I i ' I i 15 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 X 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 KFWR SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823. Sanford, F1. 32772-0823 (407) 322-2000 PROJECT NO: 0'3-717 1 SURVEY DATE: PLAT OF BOUNDARY SURVEY r r a for MARONDA HOMES Legal Description LOT 14, 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. W w c� i C.,d ; o 0 Z I O a Q �14 10.00 1 O (N I I L----------- 5.00' 13 N 89°38'17" E 121.64' 5' DRAINAGE ESM'T .14- Y O CV 0 00 II I— �Zo oJma_ of of O a Q �d- of 5' DRAINAGE ESM'T N 89°38'17" E 121.78 15 SCALE: ' 1 "= 20' 5.00' SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. 0 w 0 z Lo a w J Q U N In ` CN 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 427.077 of the Florida Statutes. "C/lalurj': 6/ CERTIFIED CDRtiECT TO: K T R SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-2000 D PROJECT NO: 03-717 SURVEY DATE: n FORM 600A-2001 J FLO F Project Name: ARLI Address: I a% PI ne kI City, Stater Owner: ELC Climate Zone: Cents 1. New construction or existin 2. Single family or multi-famil 3. Number of units, if multi -fa 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Glass area & type a. Clear glass, default U-factor b. Default tint c. Labeled U or SHGC 8. Floor types a. Slab -On -Grade Edge Insulati b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Gai b. N/A Glass/Floor I hereby certify that the pie by this calculation are in c( Energy Code. PREPARED BY: IL DATE: 0 I hereby certify that this bui compliance with the Floride OWNER/AGENT:d�j DATE: MONO, �IDA ENERGY EFFICIENCY CODE )R BUILDING CONSTRUCTION Florida Department of Community Affairs esidential Whole Building Performance Method A GTON 4BDR Builder: MARONDA HOMES orka Permitting Office: iRIC Permit Number: i Jurisdiction Number: 1 New _ Single family ly i - 1 - 1 4 - Yes - 1875 fF Single Pane Double Pane _ 196.0 fe 0.0 fF _ 0.0ft' 0.0ft' _ 0.0 ft° 0.0 fe R=0.0, 198.0(p) ft l R=4.2, 1132.0 ft- - R-11.0, 196.0 ft- - i - R=19.0, 2085.0 fF Sup. R=6.0, 150.0 ft 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A C. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, IVIZ-C-Multizone cooling, MZ-H-Multizone heating) a: 0.10 Total as -built points: 27093 Total base points: 28742 PASS and specifications covered )liance with the Florida , as designed, is in rgy Code. EnergyGauge& (Vo-rz I Roview of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. Cap: 40.5 kBtu/hr _ SEER: 12.00 Cap: 40.5 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons - EF: 0.93 PT, -cx$ sr9T��� � aII � v E BUILDING OFFICIAL:."' j DATE:------------- -� n• CI onnr�._ _ "_ � V-_ FORM 60OA-2001 SUMMER CALCULATIONS Residenti I Whole Building Performance Method A - Details i ADDRESS: , , , I PERMIT #: BASE GLASS TYPES .18 X Conditioned X B FM = Points Floor Area Type/SC .18 1875.0 5.78 8700.8 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear I Single, Clear Single, Clear Single, Clear i Single, Clear As -Built Total: WALL TYPES Area X BSPM = Points Type Adjacent 196.0 10.70 137.2 Concrete, Int lnsul, Exterior Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent Base Total: 1328.0 2288.0 As -Built Total: I DOOR TYPES Area X BSPM = Points Type Adjacent 17.0 11.60 27.2 Exterior Insulated Exterior 40.0 4.80 192.0 Adjacent Wood i Exterior Insulated Base Total: 57.0 219.2 As -Built Total: CEILING TYPES Area X i SPM = Points Type Under Attic 1875.0 2.13 3993.8 Under Attic Base Total: 1875.0 I 3993.8 As -Built Total: FLOOR TYPES Area X I BSPM = Points Type Slab 198.0(p) -31.8-6296.4 Slab -On -Grade Edge Insulation Raised 0.0 0.00 0.0 I Base Total: i !-6296.4 As -Built Total: INFILTRATION Area X SPM = Points 1875.0 14.31 26831.3 I i AS -BUILT Overhang Omt Len Hgt Area X SPM X SOF = Points SW 1.0 6.0 32.0 56.99 0.96 1759.7 SE 1.0 8.0 40.0 61.07 1.00 2432.5 SE 1.0 6.0 16.0 61.07 0.97 943.8 SW 1.0 6.0 16.0 56.99 0.96 879.9 NW 1.0 8.0 15.0 40.72 0.99 606.5 SE 1.0 6.0 5.0 61.07 0.97 294.9 NE 1.0 6.0 16.0 47.10 0.97 732.9 NE 1.0 6.0 16.0 47.10 0.97 732.9 SE 1.0 6.0 40.0 61.07 0.97 2359.4 196.0 10742.6 R-Value Area X SPM = Points 4.2 1132.0 1.16 1313.1 11.0 196.0 1.00 196.0 1328.0 1509.1 Area X SPM = Points 20.0 4.80 96.0 17.0 2.40 40.8 20.0 4.80 96.0 57.0 232.8 R-Value Area X SPM X SCM = Points 19.0 2085.0 2.82 X 1.00 5879.7 2085.0 5879.7 R-Value Area X SPM = Points 0.0 198.0(p -31.90 -6316.2 198.0 -6316.2 Area X SPM = Points 1875.0 14.31 26831.3 EnergyGauge® DCA Form 600A- 001 EnergyGaugeOFIaRES'2001 FLRCPB u3.30 I FORM 60OA-2001 r C ' SUMMER CALCULATIONS Residenti ;I Whole Building Performance Method A - Details ADDRESS:, , , PERMIT #: BASE: AS -BUILT Summer Base Poin Total Summer X Syst Points Multi s: m lifer 35736.6 = Cooling Points Summer As -Built Points: Total X Cap X Duct X System X Component Ratio Multiplier Multiplier (DM x DSM xAHU) 38879.3 Credit Multiplier = Cooling Points 35736.6 0.4266 15245.2 38879.3 38879.3 1.000 1.00 (1.087x 1.150 x 1.00) 0.284 1.250 0.284 0.950 0.950 13120.3 13120.3 EnergyGaugeTm DCA Form 600A 2001 EnergyGauge@I/FIaRES'2001 FLRCPS v3.30 i FORM 60OA-2001 j WINTER CALCULATIONS Residenti 11 Whole Building Performance Method A - Details ADDRESS: , , , I liI PERMIT #: BAS � j AS -BUILT GLASS TYPES .18 X Conditioned X B&M = Points Floor Area Overhang Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1875.0 5.86 1977.8 Single, Clear 1.01 SW 1.0 6.0 32.0 11.59 Single, Clear SE 1.0 8.0 40.0 10.59 374.7 1.01 428.2 iSingle, Clear SE 1.0 6.0 16.0 10.59 1.02 173.0 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear NW 1.0 8.0 15.0 14.97 1.00 224.3 Single, Clear SE 1.0 6.0 5.0 10.59 1.02 54.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear SE 1.0 6.0 40.0 10.59 1.02 432.5 As -Built Total: 196.0 t 2344.7 WALL TYPES Area X WPM = Points Type R-Value . Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 4.2 1132.0 3.26 3690.3 11.0 196.0 2.60 509.6 Base Total: 1328.0 i 2616.8 As -Built Total: 1328.0 4199.9 DOOR TYPES Area X 13 WPM = Points Type Area X WPM = Points Adjacent 17.0 I4.00 68.0 Exterior Insulated Exterior 40.0 5.10 204.0 Adjacent Wood 20.0 5.10 102.0 Exterior Insulated 17.0 5.90 10 20.0 5.10 102.3 .0 Base Total: 57.0 fI ! 272.0 As -Built Total: 1 57.0 304.3 CEILING TYPES Area X WPM = Points' Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 P.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 I 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X E WPM = Points Type I -Value Area X WPM = Points Slab 198.0(p) Raised F 1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 0.00 I 0.0 0.0 198.0(p 2.50 495.0 Base Total: -376.2 As -Built Total: INFILTRATION Area X BI ,PM 198.0 495.0 =Points Area X WPM = Points 1875.0 20.28 -!525.0 i I 1875.0 -0.28 -525.0 EnergyGauge® DCA Form 60OA- 001 l i EnergyGaugera/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... BAS PERMIT #: AS -BUILT Winter Base Points i 5165.4 Winter7-Bilt Points: Total Winter X Syste Points Multi = lier Heating Points TotalCap 8632.9 X Duct X System X Credit = Heating ComponRatio Multiplier Multiplier Multiplier Points (DM x DSM x AHU)5165.4 0.62 4 3240.7 8632 00 (1 s� 1.250x 1 ��0.416 a2sa.s. 0.950 4268.5 i i t Energ yGauge T' DCA Form s00A 001 EnergyGaugeWlaREE,'2001 FLRCPB v3.30 FORM 60OA-2001 WATER IiEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , WATER HEATING Number of X Mul Bedrooms 4 BA�f Cooling + Heating Points Points 15245 3241 H PERMIT #: AS -BUILT Total Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 10256.0 50.0 0.93 4 1.00 2426.15 1:00 9704.6 As -Built Total: 9704.E CODE COMPLIANCE STATUS AS -BUILT Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points 10256 28742 13120 4269 9705 27093 PASS EnergyGaugeT"4 DCA Form 600A- 0.01 EnergyGauge&FIaRES'2001 FLRCPB v 3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Me thod A - Details ADDRESS: , , , 11 PERMIT #: 6A-21 INFILTRATION 09DUCTION COMPLIANCE CHECKLIST 2-1 uw area- .o cmvs At. door area. Exterior & Adjacent Walls 06.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; ifoundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a'continuous infiltration barrier is installed that extends Floors Ceilings Recessed Lighting Fixtures Additional Infiltration reqts Water Heaters Swimming Pools & Spas Air Distribution Systems Insulation .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 the22rimeter. penetrations and seams. 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. 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 1.ABC.1.3 1 612:1 i ,602.1 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, Comply with efficiency requirements in Table 6-12. Switch or dearly marked circuit breaker (electric) or cutoff (gas) must be provided External or built-in heat trap reguir 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 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 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT"" DCA Forni 600A 001 EnergyGaugc-O/F-IaRES'2001 FLR :PB v3. 30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD i 1. New construction or existing 2. Single family or multi-famil, 3. Number of units, if multi -far 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft.) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single par d. Tint/other SHGC - double pa 8. Floor types a. Slab -On -Grade Edge Insulati b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. Ali: Ga b. N/A I certify that this home has Construction through the a in this home before final in based on installed Code co: Builder Signature: Address of New Home: *NO7E. The home's estimate This is not a Building Energy your home may qualify for en Contact the Energy Gauge Hi information and a list of certi, contact the Department of Co TED ENERGY PERFORMANCE SCORE* = 84.2 The higher the score, the more efficient the home. ELECTRIC New - 12. Cooling systems Single family - 1 a. Cenral Unit _ 4 _ b. N/A Yes _ 1875 fP c. N/A Single Pane Double Pane - 196.0 fe 0.0 ft' - 13. Heating systems 0.0 fe 0.0 fe - a. Electric Heat Pump b. N/A >ni R=0.0, 198.0(p) ft - i i R=4.2, 1132.0 ft- _ R=11.0, 196.0 fP I - R-19.0, 2085.0 fP Sup. R=6.0, 150.0 ft c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) )lied with the Florida Energy Efficiency Code For Building energy saving features which will be installed (or exceeded) ion. Otherwise, a new EPL Display Card will be completed utfeatures. City/FL Zip: Cap: 40.5 kBw/hr - SEER: 12.00 Cap: 40.5 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons - EF: 0.93 _ PT, _ pQ -THE STgT rrru '; n O * a b WE nergy performance score is only available through the FLARES computer program. ting. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar "designation), efficiency mortgage (EE* incentives ifyou obtain a Florida Energy Gauge Rating. Pe at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for Y Raters. For information about Flori,.•la's Energy Efficiency Code For Building Construction, runny Affairs at 85 014 8 7- 182 4. EttergyGauge® (Version_ FLRCPB v3.30) W Mister File #7 (. Sufficiency Review r Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Manufacturer Name: Nora ndex/Revnolds Distribution Model Num6er(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. Governmental Product Approval: Agency Initials/Date A-gency Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/1'5/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian .Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 ' 1 NORANDEX PAGE 29 ° ° ° ° ° as a oa a d j 4�—;ASTENERS CAULK TOP .OF MULL #10 -X 3/4- TER SCREW ABM WINDOW 5/8-1 JAMB #10 x 3/4" TEX SCREW -� CAULK BOTTOM OF MULL PRECASTED SILL r � 111 � 4';a 3/8 MIN. I WINDOW _JJ i • I I HEAD lx3 MULLION XFLA-26-1) lx4 MULLION RFLA-39) FLA- 45 MULLION ANCHOR -CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" ix3 MULLION XFLA-26-1) Ix4 MULLION RFLA-39) i I I I I� I • WINDOW I SILL 1P. ► s ► ► ► ,1J 3/9"MIN. . 3/4"MAX SEE CHART FOR D • FASTENERS - VERTICAL MULLION SCHEDULE SINGLE UNIT . TYPE OF' MULLION TYPE OF CLIP WINDOW WINDOW DESIGN PRESSURE WIDTH HEIGHT INNUMBER AND INCH CH 35 PSF FLA-45 TYPE OF FASTENERS g 3.0_ OK 4 _3 160 x 1-1 2 TAPCONS 19-1/8" 50-5Z8• x 3.0 --- 4 _3J60 —x 1_ J2" TAl'CONS — _ _K____ 4 J160' x 1—�2a TAPCONS 1_0 g 3.0 _x ..------ 7663" 4..' ---1.0 x 3.0--- --- 0_K--- 4 3J60 x 1_ J2 TAPCONS OK 4 3 160�'' x 1-1 2" TAPCONS 28 1_0 x 3.0 4 3 180 x 1-1 2 TAPCONS ..: 38_ 1 4„ --- --- --- pK— �---- 26-1/2" 50_-5Z8�- __-1:0 x 3.0--- --- OK--- 4 3Ji8—x L1=J2T TAPCONS __ ___OK_-- 4 _3J6_0 _x_ 1—J2" TAPCONS ?663" 4-' 1.0 z 3.0--- --- bK--- 4—3J60�_x 1_ J2" TAPCONS OK 4 3 160 x 1-1 2" TAPCONS 26" a I_� g 3.0 _0_K __ 4: 3 16_se x 1-1 2 TAPCONS 38_ 1 4 --- --- — 7�--_1":0 x 3.0_ OK a----------- 37" 50_6Z8'—__1.0__a_3_.0_-----OK--- 4 _3J6� x l—J2 TAPCONS 4 3J60 x 1-1 TAPCONS 63" T ---1-� x 3_._0 `--OK--- ,a---- ------ 76-3 4 — --- 4 3j80 x 1-1 2_ TAPCONS 1.0 x 4.0 OK 4 1 40 r x-1=1 2� TAPCONS 3828"4� 1-� x 3.0___---OK--- 4 _3 160 _x__1—_1 2__T_APCONS 53-1 8" T —__1.0 g 3.0_-- --- OK 4 3 160" x 1— _ / 50-_5Z8_' — 1.0 %3:0 UK---1 2" TAPCONS -- 2 I 0' x 1_ 83" l.a x 3.0_-- --- OK_-- 2—i140.r x-1-1 2" TAPCONS 78=3 4 1.0 g q 0 pI{ -- 2 —i 4V X 1=1 2� TA—PCONS MAW, ACTURER NAM: oRA,vri Fr MASTER FILE # ' 7 - NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLOY 6063 T8, OR 6083 T5. CHARLES'-A.'PA �N. 2) WHEN THERE IS ONS TAPCON (1/40- X 1-1/2-) FL REC. ENG.. # 40 211 .PLACED ON MULLIONON EACH ANGLE LEG'CLIP CENTERUNK THE T CON SHALL S DAM 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI :. AT 28 OAYS 6vti A ko h N I W �2wti to ti � e �q v W F. ; y� �NQv 5 .. 0 �5 opZ yI s4 NORANDEX PAGE' 30 1) ALL ALI OR 608' 2) WHEN I ON EAC PLACED 3). CQXCRE AT 28 I CHARLES FL. RM AAM DW SILL SH HEAD m' 1 1llsoll - IIIIIi I1011111 SINNER NORANDEX PAGE .24 AUNT ER NAM.. 'UR 4 d , D w A a ` p• .4 (3%18�0 x 2-3%4' T PCON THRU i BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) 010 x 1-3/4' FIi-SMS IM .2 x BUCK SEE ELEVATION FOR 'ANCHOR SPACING. (2) 010 x 1 3/4' PH-SMS UM 2 BY BUCK WRH 1-1/2' MIN, EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK STEEL. REINF. ALL 10' PANELS & 60.0 D.P... OPTIONAL 2 BY WOOD BUCK CLASS DDOR it`I.T6S CHART Ha OF tta OP OFSIGH LOAD LHCHOR4 ARcFMM --- 117.875' •a 46 45 SD 6 - (4) 46 24 a 00.6• !e le to e I6E.760' 57.5 57.5 24 6 IILS?6' e0' (a) 67.6 5.1.5 to 9 7a.a• 67.6. a7.a is a 12e' 9O' 5&7 5&7 20 6 ueM (ea) eae eae to a 51 48 4e Sa to 147.876' (4'' !3 !S 24 10 09.6' !a !6 le to .5P-75tr 4ae !a0 E4 10 u.•376• 66' (a) tua ase to to 75.6' bs4 66.4 16 10 lEB' pe' bla aa.6 EO 10 13.625 (Cti) a4.1 aa.a 00 !0 NMI IN PAR10R1$Sp DtD1Cl7L9 PAHyI S17R i(ZE WIDTH a Fggr DM AS REQUIREDJL TYP. JAMB. SE( IOU SHIM (SHOWN) MUDD TRACK AS REQUIRED 1 BY 2 N OR BY MIAMI z DADEAPPROVED ACONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED,. MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALI 6063-TB• OR T6 3 USE HIGIS OF-0.62- H QUA -WALLCAULK BEHIND' �wmm I FLANGE e 4; GLASS THICKNESS BASED •ON TABLE FA GLASS C1LAIiIS, AND MAY VARY DEPENDING ON SIZE• `• 5) THE RESPONSIBILMy FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPIlCABLE'IACAL LAWS, DEADER BURRING CODES, ORDINANCES•OR OTHER SAFETY AND.' SECTION REQuIREMENf3 REST SOLELY WITH THE ARCHITECT, TYP. 1 BY BUCK 7) CON BUILDING CO�MPRES,R'Slyg SSFENGTfi - 3.000 PSI AT 28 DAYS. 1/4' SHIM - -) MAX i 4' TEUPt_a=cLAm Q4 I SUDING CLASS DOOR O . RATI7$ AHALYSL4 CIIIRT Na of blr DtslcN 1nAn Na OF ANctloRs CAPA_ -PS? ANcxolLs (, `c�' HEIGFrr P'a4LnaENWATMIl rt r "SSul A tt0.4 SO �• e A 09.7 06.4 44 (I 647 77.4 24 e 00- (3)) ea7 6s6 le 667 a [ti eae to a ^i 60' ea7. 7a3 20 (a6) e ea7 7ae to so ea N f� so (4) 60 94 toso to vl 60 gp la es s to .O •� to eaa 24 oe' ea7 7t.a to (e) ka 1p a 69.7 Ise I6 to 9e' eS.O ea0 00 86,2 to to (2) 3/18'0 x 2-3/4' H ! b TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS, SEE ELEVATION FOR N e ANCHOR SPACING. to • •.. �1k • p,. Z-o ��� 1 � i m M1 z� w F~. Q - h i y i E• � G o Z 41 � X x X X' X X PAN;:. PANEL PANEL PANEL PANEL PANEL t / (6ix// f (a -4w Z (2HY2)_i7PICiL t7iYAttoN (4BY2) 7tm4 m=Amit Q H C C .6 (2). I10 z 1-3/4' PH-SMS INTO 2 BY DUCK OR 3/18'0 z 2-3/4' TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4" MIN• EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) &0 z 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACtur. 1 �m 2 BY WOOD BUCK (2) #10 z 1 3/4' PH-SMS DLTO 2 BY —BUCK MM 1-1/2' MIN.. EMBEDMENT. SEE•ELEVATION FOR ANCHOR SPACING. Ir-2 z Nnnn ATfrV 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME BEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX XXXX 30 �6" x 591/2 53.3 55.8 ' 10 ALL 16 361W x 591/2 " 49.8 49.8 12. 18 18 g 22 30 his x .791/2 " 49.7�49. 16 20 6 36 Vie" x 79/z • 45 JEIE2] 18 22 8 SERE$ '600 ALUMINUM SLfDHJG GLASS DOOR ALL OPERABLE PANELS FASTENER CHART AGMA Ii.O.A,F. (2) 3/16*0 x 2-3/4' TAPCON OR MIAMI :S HID14L �`��c R NA� i z WOOD BUCK turn, i l DADE APPROVED CONC. FASTENERS. LWAR" fi . I SEE ELEVATION FOR -SHIM .AS' REQUIRED TYP. HORN WOOD SHIM (SHOWNI OR MUDD TRACK A$ REQUMED I. BY / (2) 3/16"e z 2-1'/4" TAPCON OR — SEE ELEVATIONPROVED FOR ANCHOR • PACR- o NOTES. 8SHI1L AS REQUIRED• MAX SHIM STACK 1/4'. ALL ALUMINUM EXTRUSIONS ARE AI:IDY 6063-Tb a OR T6 WITH TYPICAL WALL THICKNESS OF. 0.62" . a a. 3) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGE. .n 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON.SIZE... o b) THE RESPONSIBILITY FOR 'SELEC17ON'.0_ F NQRANDEX ' PRODUCTS TO' MEET ANY APPLICABLE 1DCAL..LAWS, HEADER AND' SILL SECTION BUH.DHNc CODES-- ORDINANCES '011 `OTIINR SAn-M REQUIREMENTS REST ;SOLELY WITH THE -ARCHITECT• BUILDING OWNER 'OR CONTRACTOR:• TYP. 1 BY BUCK 6) CONCRETE COMPRESSIVE STRENGTH s 3:00o PSI AT 28 DAYS. (2fiY2)�p�Anon (4Bi2) TiPICL �mmmv i i NORANDEX PAGE 22 ff 10 X 1-3/4' P.H. S.M.S W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ul V1 U W/1 0l/21 MIN. EMBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING. NOTES: 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM -,EXTRUSIONS' ARE AUDY 6063-75 3) USE: GH QUALI•CY' cWvLKt jBEHHIND WIND0CKNES§0 W OFLANGE. 4' GliAS5: THICI{NLSS•.13•ASED ON TABLE E13oo GLASS CHARTS; AND?.%MAY-'VARY DEPENDING ON S1ZK 5) THE- RESP04StILITY'"R SELECTION OF NORANDEX ""per PRODUCTS :90: MgEq.,ANY :APPIdCABLE WCAL LAWS, Q BVlWING•.?CODIt,9.:ORDINANCES DR OTHER SAFETY O I; EQUUtLEN73,T.'SOLE'.Y W[TH THE ARCHITECT pq BUII:DfNG O1filiER'.:pg'-CONTRACTOR L 6) NOTE `•"INDICAhFS'THAT E UAL,FASTENERS AT HEAD' AN1l :cit.7•` :w �a•.nc... ALT. FIN ATTACHMENT UNDER SHEAT-H:ING - CefFRAL r-WRMA &iIA.F. MAWAC-rURER NAMR: oR4,vaPX MASTER FILE #• 3 i #•10 X 1-3/4' kIL S.M.S. W/1-1/2' MIN. EMBEDMENT SEE'. ELEVATION. FOR ' ANCHOR SPACING. jun ISIONS WINDOW FASTENER.SCHEDULE 140- HEAD% IS LIB N0 JAM HEIGHT .I) 'NOTE SEE 35 45 6 60 35 46 60 Ul q PSF PS PSF PSF PSg PSF W 2 _2 2' 2 2 2 1.44.. 25' --2 -3 2 3 2• 3• 2 2 2 2 2 2 q CD V to o 2 3 2 a• 20 2 2 z 2' q q �V4 37-1/4' 2 _2 _ 2' 2 3 3 Erq _3 3 .3• 4• 3 3 3 3 3 co 48-6/8 2 2 2 2 2 2• 2• 3 3 3 _3 9 3• 4• 3 3 3 3 3 3 62- 2 .2 • _2 2• 3 4 4 o h _2 -3 _3 3• '3- 4 4 ,6-3/4. 2 2 2 2• 2•L-3::6_3 3 4 5 41 '46. `, .I .3• 4• 4 4 53 5 b b� O.C. TYP. JAMB SECTION DETAM-A V q WOOD FRAM-Ei O 1•/.4' MAX SfH1J o . i . w (TOP AND BOTTOM) ODOVEfLIS •'. . y S DcrADrc - F C HEADER -AND SILL SECTION %101/2-' M x4 EMBEDMENP CHARIES' A, _ ' ' �? g '' a DE1 All-B a WOOD FRAME Ste -ELEVATION FOR It REG::'ENG•. 49121 w z ANCHOR SPACING. DATE.,:3j�7/02•' NORANDEX PAGE 10 a In v W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. B 10 X 1-3/4" P. H. S. M.S. W/1-1/2' NIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING __ . _ , T =UFACTUM : FJU # ALT. FIN ATTACHMENT ff 10 X 1-3/4" P.H. S.M.S. WA-1/2" MIN. FI)MMENT UNDER SHEATHING SEE" ELEVATION FOR FOR ANCHOR SPACING. 1/4` MAX - SHIM (BOTH TYP. JAMB SECTION O WOOD FRAME ninuurr DIMENSIONS FASTENER SCHEDULE NO. AN HORS N0. ANCHORS WIDTH HEIGHT ' BEAD SILL JAMB �� INCH) 35 E 4560 PS PSP PSF 35 PS PSF 60 PS 18-1/B' 2 2 z• 2 2 2 98 1 2` 25 9 2 2 2 3 2 2 18=1�8 2 2 2• 2 3 3 37-1/4 2 • Q 3 3 38' _2 3 3• 2 3 9 5- 9` 2 3 3' 3 3 _2 2 2+ 9 3 9 25-!a 49-5/8 2 2 2• 3 3 9 3 3• 3 3 3 52-1 8' 3 3• 3 3 3 18=1�8' 2 2 2• 3 3 4 62' 2 2 9 38' 3 3 3 4 52- 8' 2 g • 3- 3 4 2. 4 4 5 _2 2 2• -4- 4 6 98` 2 3 4 5 52-1 B` 2 3 4 5 JWNOTES:1) SHIM ASREQUIRED•. MAX• SHIM STACK 1/4', .750TM 2jALL ALUMII•1UN' EXTRUSIONS AREALLOY 606g-T5 OR T6. WITH TYPICAL WALL. THICKNESSOF 0.62'. X 1-3/4' P.H S.1d S. 3) USE'HIGH •QUALiTl�'.CAULK,BEHIND WINDOW' FLANGE. 1/2" MIN. EMBEDMENT 4).GLASS THICKNESS:BASED ON TABLE E1300 GLASS ELEVATION FOR CHAIrIS• AND -MAYVARY DEPENDING ON SIZE OR SPACING. 5) THE RESP0NSIBIL'ITY FOR'SELECTION OF'NORANDEX PRODUCTS"TO'-MEET ANY APPLICABLE LOCAL LAWS, BUILDING•:CODE$;'ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION MEN REQUIRETS REST SOLELY WITH THE ARCHITECT' BUIJ)ING 'OWNER':OR CONTRACTOR CHARLES A. PA 1p,E .8) NOTE + INDICATES: THAT EQUAL FASTENERS AT . WOOD . FRAME FL REG. ENG. @_ %49121• HEAD AND' SILL 'ARE REQUIRED. DATE: 3/27/62 TTP. AT HKn L 0. 94' 6G JLUX AILr A DETAIL-C SASH:Ldr DETAIL-B . I NORANDEX PAGE 21 lt3- TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. o F-10. # 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 G OR T6 USE HIGH WITH 31CATYPICAL WALL ULK BEHIND WINDOWjUNGE a ' • o . 4 CLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; AND MAY VARY DEPENDING ON SIZE, 6) THE' Rk TS To MEET Ny* SELECTK)N: `OF NORANDEX PRODUCTS TO MEET ANY' APPLICABLE LOCAL LAWS, BUILDING CODES. ::ORDINANCES OR: -:OTHER SAFETY REQUIREMENTS��RFST'SOLELY WITH THE ARCHITECT; BUILDD•LG OWNER OR CONTRACTOR 6) A PRESSURE TREATED: WOODEN*:BUCi-:OR MARBLE SILL SHALL BE:ADDED" UNDER- THE. PRODUCT TO FULLY SUPPORT UNIT., •THIS;'SUPPORT SHALL BE S• al FIRMLY ATTACHED INTO kASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED DI BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3,000 PSI ALT. HEADER SECTION 8)AT 26 DAYS. NOTE •INDICATES THAT' E,�U�AL FASTENERS AT ll���*�,,, TYP. 2 BY BUCK roN B.O.A.F.. 3/16- TAPCON i*ies1�U1�ACrURER NA, 1 W/1-1/4" MIN. ' EMBEDMENT - Alo P4M,1r 1c (SEE ELEVATION FOR ANCHOR SPACING) M",%R FUZ # -� a • d I�-CA�I:LSI.ZE WIDTH . C CD e ' • 1 BY BUCK O 2 BY BUCK sHIM TYP. JAMB SECTION )TH JAMBS) • 1 'BY 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I -BY BUCK CHARLES -A �M�, FL REG. En. # ,491,21 DATE: 12AVOI, "" ® 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ui vrm .mrx ALL- A IfF • DETAIL-C ,-DETAIL-B 24" oA 'NORANDEX PAGE 9 3 16' TAPCON WITH A 1-1/4' MIN. EMBEDMENT ® SEE ELEVATION FOR ANCHOR SPACING. d d d a .d a a SEE NOTE 6 .0 F-M S.M.S, WITH A IN IN. 1-1/2' M. EMBEDMENT SEE ELEVATION FOR NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" HI . 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 41 GLASS THICKNESS BASED ON TABLE E1300 GLASS ESCHARTS , AND MAY VARY DEPENDING ON SIZF, 5) THB RPONSIBRM- FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY BUIILDING�ER pR CONTRACTOR- T SOLELY WITH THE 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 BY OTHERS), 7) CONCRETE AT 28 COMPRESSIVE STRENGTH — 3,OOD PSI HEADER SECTION DAYS, rYP. 2 BY' BUCK �N'1'RAI, FLORID 3/16' TAPCON - W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a I D A B• O.A.F. —ZLMANUFACTURER NAM: 0 MASTER lif,E.# ,'ALL 1SIZE WIDTH � G n• ' 1 BY RUCK C 2 BY BUCK TYP. JAMB SECTION 1/a' sIIIM 1 BY 2 .BY BUCK MAX (BOTH JAMBS) # 10 F.H. S.M.S. MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. �CHARLES A PAG P.E. FL REG. ENG: YI'48121 DATE. 3/21/02 MAX UN" .mm *rP. T NL �.L A // IFF SASH . 14 DETAIL-B I a• M IA M I -DARE MIAMI-DADE COUNTY, FLORIDA METRO-DADt FLNGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE•C0IIPLIANCE OFFICE MEIRO-DADS I'I'AGI• ER 13Ull,l)ING 140 WEST FI.AGI.L•:It STREET' S11111: 1603 MIAM1, FI-Olt IDA 33130-I563 (305) 375-2901 FAX (3u5) 375-2 WN C:O\i'ILIC"1'OIt !.1(;[•:\tiI�C: ti,•:C-!'IU\ (JU5) 375.2327 5.253E co. r1tAC'roit F_xi:c)ItC'f;\tl{\ f' UI1'1tilUY (305) 375.296Cs VAN (.105) 375-290s !dtOUI:CI' C:U:YI'nUl. nlvislo\ Your application for Notice of Acceptance (NOA) 01'(30) 375 2902 FAX-(305) 372.6339. Entergy•6-8 S-W/E Inswing 01)aRue Double «•/sidclitcs Rcsidcutial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of AItcrnate Mliterials and•Types of Construction, and completely described herein, has been recommended for acceptance by the Mian)i-Dads: County Building Code Compliance Office.(B000) tinder the conditions specified herein. This NOA shall 'not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing Will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 ,i EXPIRES: 04/02/2006 Raul Kodrl�ucz Chief Product Control Division THIS 1S THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDI-I'TONS BUILDING CODE &'PRODUCT REVIEW COTATITTEE 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 Fmncisco J. Quintann. R.A. Director Miami -Dads; County 1311i1ding Cods; Compliance Of(icu \1s0450001\pc2000\\templates\notice acceptance cover page.dot Internet mail adtiresx:'posUnasteru�buildinhcodeanlinc.con) llumepage. http:/AN'n'�c.l)uitdirt;;cocicunti'ne cum Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of •Acccptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the. locations %vhcrc the pressure rcquircmcnts, as detcn»incd by SFBC Cbaptcr 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enterav 6-8 S-W/E Inswing Opaque Double Residential Insulated Stccl Doors witlt Sidetites-Impact Resistant Door Slab Onlv and its components. shall be constructed in strict compliance with the rollowing documcnts: Drawing No 31-1029-ENNI-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,-datcd 7/29/97 with revision C d:itcd 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 applications of pair of doors and.singic door only, as shov"n in approved drawings. Single door units shall indlu.de all components described in tlic active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overltang such that the angle between the edge of canopy or overhang to sill is less than-45 degrees. Unless unit is installed in non-liabitabic areas whcrc the unit and the area arc designed to accept %vatcrIntiltrat-ion.' 4. INSTALLATION 4.1 The residential insulated steel door and its components shall -be installed in strict compliance %ti iih the approved drawings. 4.2 Hurricane protection systcm (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection systcm. S. LABELING 5.1 Each unit steal! bear a permanent label with the manufacturer's name or logo, city, statc 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 identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.I.3 Any other documents required by the Building O icial or the South Florid- uilding Code (SFBC) in order to properly evaluate the installation o i s stem. Manuel crcz, P.E. Product Con rofi' xaniincr Product ntrol Division Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 2001 EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been tiled and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.e, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renc%vals 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'conxct 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 tiic materials, use ar}d/or manufacture of the product or process shall -automatically be cause for tcnnination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and granted by this bff icc. 5. Any of the following shall also be grounds for removal or this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade County,. Florida, and .followed by the expiration date may be displayed in advertising litcmiturc. Ifany portion of the Notice of Acceptance is displayed, then it shall -be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and othcr.documcnts, wlicre 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-rescal the copies. S.• Failure -to comply with any section of this Acccptancc shall be cause for termination and removal of Acceptance. 9. This Notice of Acccptancc consists of pages I, 2 and this last page 3. END OF THIS ACCEPT NCE Manucl LCC( rcz, P.E., Product ontro - . aminer Producntrol Division PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES' WITH A BUMPER THRESHOLD (INSWING)�(rt IlL • �ICRfCMW�WInal=[ tC� e l% 140 yr MAX 't I'.1. 71• 3 tt• MA it wr . r Luc f1AKt[ .. A.a MAX t" ,arc 1 ,,,u 4' MA% S' Nnx • MAX rwf IS• IS• IS••oL IS• O.C. IS• O.C. 1S' OC. 17' IS' OL ' • NAX MAX MAX MAx MAX MAX M/x MAX MAX 1 W ADI Irfl 1 Ct1 t7 1/ ' MAX I9• D.C. ' O.G SPACING vlm a rav ' 47 I /16- 17 1/ MAx top or MDR 1t•' d [AOr INIIIY Jaxl A at SPACING Is., O.C. i0 LOCK 2E• 6<' SlrMAX MX _ B017 1/16• j MA7C ' 1/ MAX ' C.C. SPACN6 III• �' lvngr =uaa,.r ,oaR W KIRa ' P ,Wap[ t41r4 ,Oa[a lla 17 • I OLSI ACING j6•ilu'. —.Sri M.TTrs rl :� yr ioAixh cricaal ' � �Ir oc+lr or MAz Nax I'oc+ls oc MAX MAX a oc 15, oc- MnX MAX Is• oc+Ir MAX Mnx qq �. MAY 7' MAY MAx . nnf a t[t rc YTC W5 ATTACH ASTRAGAL THROW BOLT 08 Y I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS` NOTES, 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED - IB x I J/t'• LONG PROPERLK..TO'.TRANSFER•.LOADS TO THE •STRUCTURE. FLAt1IEn0 SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO L.H. INSWING QUALIFY THE FOLLOWING INSTALLATIONS. R.H. INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPR11EOA5CCY+Lyut^r;TII ram_= STRUCTURAL'VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE soUTHF AAAA Nccoolt p �n u j '�Llfl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER INFILIRAIION WHERE VATER WlLIRAIION OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL -STRUCTURAL Duff?"I IS NEEDED 1 REOUIREHEMT IS NOI NEEDED er ONE BY BUCK ONE + coNYAOl15rnsro /1 3. ALL ANCHORING RING SCREWS TO BE Ol0 WITH x _ sunoe.. CODE C-`PLuue MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AGCEPTA7CENQ�I VJI•t.tti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT i UNITS SHALL BE UISIALLED ONLY Ar LOCArDIS PROIECrEU BY A' CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG /. UNIT MUST BE INSTALLED V1iH 'MIAMI-DADE COUNTY TO - SILL IS LESS IRAN 45 DEGREES. UNLESS UNII IS INSTALLED IN . APPROVED' SHUTTERS NON -HABITABLE AREAS VWRE THE UNIT AND THE AREA ARE DESIG4ED TO s. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER IWILTRArgk AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR I c I PC[ 011MIT x01VQAfIDd „o 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE lOVIS UiCfS NB[4 IEL RI JAMBS AND SIDELITES. [SII76106IIl(SS I it an.mz a010I140'00[IICOWtUSIA11I14 1eiunr 7. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDELETE BASE I.rNmmup. Ilit Iv a :ORNERS ARE COPED AND BUTT JOINED, n -- r B. DOORS SHALL HE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M N i M INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF D.B TO 1.2 MIL 3i-1029-EW—f 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ 9u plffa� SHEET 1 OF 5 VATER-REDUCIBLE WHITE PRIMER V17H A DRY FILM THICKNESS OF D.B TO 1.2 NIL. IiVDilllO y . II 1 _ 37 t.,• _ _ I INTERIOR 'INSWING OTHER CONFIGURATIONS ,,,,.. tax t„ I., GLAZING DETAIL "Ax 1 "„:x fwl/B' RVIN I — MEL am 7, ,/,'ttnx N.x IIz,7 ,gyp hu 112' OEM, .CLASS BITE •L- um ED MASS APPROVEDASCOUPLMGMTHImE [ PA tawtr wtaontmo F "N P SOUTH FL( �DCOOF (tt�60lI➢ ' fR [i ` IDt TGtivi to Ut[ nan t An ma MM Wrnl"Ind E�MC-ODE DIVISK ,WLWlCE OFFICE ■cmt®t 1-1029-E4/-1 ACCEF'W:CE HD C T- 031-1 zy n ST l gar 6 �mn C 1/4' SHIM MAX r— 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX ? SECTION B-B 2 BY WOOD BUCK MAILKIALS LIST ITCH NO. O DESCRIP110N PART NUMBER COMMENTS 20 WOOD HEAD JAMB 4Ev-14 1 1/4• X 4 9/16' HTL. TD BE PINE OR EOUIvaLCNI 17 O COMPRESSION VEATHERSTRIP ALUMINUM V- R N RAN X A ( R ASTRAGAL ' V- PREHBOR BRAND OR CQUIVALENT- 5/8•,ALUNINUH ASIRAG 4 ALUMINUM- BUMPER THRESHOLD EV-15 PREHBOR BRAND OR EOUIVALENT - 1 1/4• x 4 9/16' 1 1 4•' © TOP C11ANN[L EV-OB . PREHDOR BRAND - 1 11/16' - 20 GA STEEL � STEELK N M p. DN (Q7 1 -tom ' IO tI�DIII t [lAl [D [IQI Be mmuT BASF FOAM - DENSITY 2.0 TU 2.5 Ibs./F1' BOTTOM CHANNEL CV-07 PREHOOR BRAND - 1 11/16' - 20 GA STEEL 9 10 WOOD LEEK RLOCK EV-09 V X 9 1/2' HTL TO BE PINE OR COUIVALCHI —� N STRIKE STILE EV-06 15/1&' X.I II/16' HTL TO BE PINE OR EOUIVALENi 12 HINGE STILE LOCK PREP FILLER PLATE EV-OS 15/16- X 1 11/16' NTL. TO BE PINE OR EQUIVALENT D 13 4'x4• HINGE EV-10 . V-16 PREHBOR•BRAND - .050- THICK- HTL. TO BE POLYETHYLE WAGER BRAND `-' 14 WOOD HINGE JAMB HINGE OR EQUIVALENT - .097 THICK (SIC[ 1 110 x FJ1.V.S. - 1 1/4• X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 16 2, r DlD x 2' xvS (4) SCREWS PER HINR INTO DOOR ll� '11,11 • 11 111 C TER RT ID) ►HERCA S(RIXE -Ape tiro SIRELIrE -ANTI, v wvm rRm 4ACEVST1[Ef�ar 8' [Lr x B' OL f1ril�ArTER • 61 SCREVS tHU" EACH SIDELI(E "ll INTO SIDELITE 4. wvR rRox EXTERIOR 17 S W. MAX 15 I1G 11EREArIER . signs v"RmLn o REFER TO ELEVATION VIEW, roR ! 0r SCREWS URD AND LOEATIOHS ID T:: X 7-r FxVS. (2 SSCREVS PER HINGE INTO JAHB T9 ee x z H.V.S. (2) SCREvs AT E LOCKSET ACH STRIKE PLATE X 13/4' FHV.S. KVIKSET BRAND 200 LOCK OR HARLOC RAND 100 LOCK WOOD SIDELITE JAHB (2) SCREWS PER HINGE INTO JAMB EtW W'X f4 SINGLE PANEL GLASS EV-19 ' 1 1/4' X 4 9/16' HTL TO BE PINE [D2 EQUIVALENT ASS N EV-20 I A rPROPrL _ oC_1 4J _ roDl SIDELINE TRIM (v00W EV-21 5/16 z 1/2' NTL. TO BE PINE OR EOUIVALEN 1 1/4'' WOOD CA$ING EV-22 r� 'slne Hi+ stoe �nsr ev iVto�is Nr - N[xs Iq 'yes u _ © vppD SIDELITE HEAD JAMB WOOD EV23 11/4' X 4 9/16- HTL TO BE PINE OR EQUIVALENT SIDELITE BASE EV-24 . 1 1/4' X 4 9/16- HTL TO BE PINE OR EQUIVALCNI _ POLYPROPYLENE LITE FRAME -1647. OOL-2 HP Polypropylene by ODL '16 •X 1 1/2' TAN HEAD SCREWS IS PER FRAME 10 SIDELITE STILES CV-26 D 4 I AFTER. 15/16' X 1 II/16' HTL TO BE PINE OR EQUIVALENT 1 PIN NAIL /1' LQXi MAR, 4• M FRW M. HAT r Dt lWVrr[Q USEI an RU D1S RM I DOW SILICONE #995 TUN KISS ItnTRAL QL EIT015BIIy KISS N11C SID am TILT N6 B DaOE [TAR1rr HQDIFICATIONS vnnt JD I A DDED PAGE- 5 (DOOR OPTIONS) to-l-ve R AmovwAscoua(vRK:nnHnR l�2 [[VISI(➢II RAIC IT PROW 111 t IXV1W1 MMMG cDDE cGlIPLwxE ACCEPT,HCENO 01-031 31-1029—EW—I SHEET 3 OF 6' WLVIl0 U.IILK B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' S • I . 1NTERIOR 79 3/16' MAX 80 11/16' � I MAX j 2 BY WOOD BUCK SECTION C- C EXTERIOR PLEASE SEE 'GLAZING DETAIL - DRAWING #31-1029—EW—I SHEET 2 OF 6 r 1 1/4' DOW SILICONE 4995 MV%UVM AS Cok:KVVM Nf M IVM wunf 041, JJUN 04 wtomz I� MACKMCUM C 1 1-1029-EW-I SHEET.4 OF 6 c1wsmi t[nte n OTHER DOOR -'CONrIWRAT IONS ----------------- 1� f1Y'1' o< rva K V�Oi ® h VI' w O e 1U0' b /f O' LL MLM ® YYru 1 1 1 1 1� K VOI 1 1 1 1 11'' w w WL W r� W O[ wC rW� I w I w J1I oxxnw w rwJL Y . �flrw if VI` 9�r h 4rr O AFS41 U AS CO VLT'Q16 %jM I same Ft m einDM 000e DATE MN n By PI P T DL DRY 'SU L DMIHGCODECOLUXWME0FF Pills ACCEWAKEUM 00 M, p 31-1029-EW-I SHEET 5 OF 6 ¢v111TT LLI ILK u l l-1LK .JuuK PANEL STYLES 360 tMAX 79 - /5 16°' �0 Cl 00 [ilia MAX Qa �� 00� oti nn° — �� 00 Dan 0❑ ODD BLANK IOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL IB-PM!(L 4-PANEL OTHER SIDELITE STYLES 36" — I rMAX 00 0�0 I. 00 CM BOB no o 0 0 FLUSH B-PANEL CROSSBUCK 12-PANEL 4-PANEL 5-PANEL 5-PANEL 5-PAS EYEBROV V/SCROLL EYEBROV 5-PANEL V/SCRILL GYEBROv 79 3 16° - SL L-69B SL-69C SL-25 -10 SL-20 SL-30 SL-60 SL-50 ' SL-309 SL-69A . S . SL-55 SL-30D SL-10 SL-90A no. as na .nn' as �� �� ��• �� ® ® . as as as as oa oo PD-1 PD-2 PD-] PD-4 PO-5 PO-6 a s a s a o PD-7 PO-8 PD-9 PD-10 Pp-ll PD42 PD-13 u �l Q1I AII un I� ,� ill ill ill 1111 '1 9132 one 0 0 0 o Oal oo° oo° aoo n o P11-35 PD-36 PO-37 PD-38 PO-39 PD-40 PD-41 o . SL-90B SL-90C SL-30D SL-3DC SL-70 SL-BD as o❑ •❑❑ PD-14 PD-15 PD-I6 PD-17 ffii�l '_ w C Q o AILMI 0 1 1 8 PD-31 PO-32 PD-33 PD-34 i n 3 m n tf K 31-10�9-EW-1 SHEET 6 OF 6 uYam unto MIA. M I DADE • A I IA,N I I-D A D E C O U NTY. FLORJ D A .%IETRO-DARE FLAGLER SUILD.I,NG PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-enicior Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE CONIPLIANCE OFFICE MIaRO-DAI)r FI-AGI.I:R 13U1t.t)1NG 140 IVI:S•r r1.AGl.Iat S'lltl:l [', SUf I , 1603 MIAMI, FLORID 33130-1563 (305) 375-29U 1 FAX (305) 375-290S C:UNTILAC'I'UIt 1,1U.N-NINC; S1;(-7r1UN (305) 373.2527 C:U\-ruuc.7rUlt Fsvojzc:l:\II?\-r I),j-t, Ic) (305)375-27G6 FA.\-(.1U5)375.2)U\ I1I(UDUU1' C:U..N-I.JIM. DIVISION (305) 375.2')U2 P,L\ (3U5) 372•G3.1) Your application for Notice of Acceptance (NOA) of. Enter-gy 6-8 S-W/E Outswing Opaque Single w/sidelites Residenti,11 Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials "and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall 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 f'or quality control testing. If this product or material fails to •perform in the approved manner, BCCQ may revoke, modify, or suspend the use of such prodder: or material immediately. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or material• fails to meet the requirements of the South Florida Building Code. 'The expense of such testing will be ilicurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Rattl Icoarlguez Chief Product Control Division THIS'IS THE COVERSIIEET SEE ADDITIONAL PAGES FOR SPECIFICAND GENERAL CONDITIONS BUILDING CODE ,C PRODUCT REVIEW COMMITTEE 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: 06I05/2001 Francisco J. Quintana, R.A. Director 'Mianii-Dads; County Building Code; Compliance Office 1\-04S00011pc2U0Ul\templatm\nouce acceptance cover page.dot Internet mail address: 1)ostillasterCi;buildingcodcUnlittc.cum • EMIlUntcl);I��e:hi 11lIIn!-,CU(IcUnlill( cotTt Prerridor Entry Systems ACCEPTANCE No.: 01-0314.21- APPROVED JUN 0 5 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE LI This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. 1i approves a residential insulated door, as described in Section 2 of this' Notice of Acceptance, designed to comply with the South Florida Building Codr (SFBC), 1994 Edition for Miami -Dodo County, for the locations where the pressure requirements, 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 Entergy 6-8 S-W/E Outslving Opaque Sinold libsidentia[ Insulated Steel Door with SideIites- 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 Edgc Single Door with Sidclites in a Wood- Frames will* Bumper Threshold.(Outswing)," prepared by manufacturer, dated'7/29/97 Nvith 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 hcrcinafler be referred to as the approved drawings. 3. - LIMITATIONS 3.1 This approval applies to-singic unit applications of single 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 rvili not require a hurricane protection systcm. 4.2.2 Sidclite: the installation of this unit Nvitl 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 identified in Section 2 of this Notice of Acceptanec, clearly marked. to show tlhe componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this systcm. Manuel Pcrcz, P.E. Product Con -xaminer Product Uontrol Division Preri dor Entry Systems ACCEPTANCE 1\'0.; 01-03 I4:21 APPROVED JUN 0 5 -'F-ol EXPIRES _Apri1'02 2006 NOTICE OF ACCEPTANCE: STANDARD C0,1'DITIONS 1. 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. ?. 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 tvith'tlie 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 ehc 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 cnginccring profession. 4. Any revision or change in tlic mdterials, -use, aq.d/or manufacture of the product or proccss small automatically be cause for termination of this A *cccptancc, unless prior written approval has been requested (through the filing ofa rcvision'application with appropriate fcc) and granted by this office. 5. Any of th*e following shall also be grounds for removal of this Acccptancc:- a. Unsatisfactory performance of this product or proccss. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. Tile engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and- remov�il of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF 'I HIS ACCEPT NCE Manuel erez, P.E., Product Co tro Examiner Pro "ntrol Division 3 4' 15' I'f<LM1JUK _ CLN I LK(jY MAND) WUOD EDGE *SINGLE. DOOR WITH' SIDELITES IN W0I3D FRAME' WITH BUMPER .THRESHOLD (OUT.SWING) "ATE EI' MAX K/T I 4• MAX MAX 4' MAX — MAX' 3' MAX 3' MAX MAX J' t9 It' 3' MAX _AAX MAX 4' MAX 11 B InR ill t l4X !R ILL �HMn>S,� •' • � � I'. 13' i MAK ; 1S.J .v.A . MAx 43 1 /16• 15' MAX TOP OF DODR TO ME 0 LOCH KVIKSET OEADBOLT IN mum'IKOVEL &W SERIES OR MARLOC DEADSOLI I MODEL •D!D' 15' MAX 22 64' MAX DLO cc R ' KVtKSCr LOCKSEtJ 15' MAX MODEL oLEoo scads OR HARLOC LOCKSCt O.C. Iins- [ MODEL IDD 0Ims ` 15' MAX O.C. ` MAif•. 6' AX MS' fA.. 141 19' Ai MAX MAX .MAX MAx N T IS• _ S, MAX_ FADM'mi ..1, E.DEQ Hx0 s ]/16' PFH TAPCONS MINIMUM EMBEDMCNT & ISj LES BO 11/16• MAX . • 4 MAX —J' MAX NDTES. 3' MAX 3' MAX — --j f-4' MAX J' MAX J VOOD BUCKS BY OTHERS MUST BE ANCHORED 4' MAX MAX 4' MAX — ' MAX 'ROPERLT TO TRANSFER LOADS TO THE STRUCTURE, DB x l• 3/4' F.H.V.S Q THE PRECEDING DRAVINGS ARE INTENDED TO Ji PER SIDE FROM RJALIFY -THE FDLLOVING INSTALLATIONS. JAMB INTO THRESHOLD VOOD FRAME CONSTRI1N VHERE DOOR 4--� J- 75TLM IS ANCHORED TO A A MINIMUM iv0 BY VOOD V PENINUA . MASONRY OR CONCRETE CONSTRUCTION WERE M OUTSVING L.M. 06rSVING MR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL V000 BUCK. MASONRY OR CONCRETE CONSTRUCTMH VHERE FRESSUR, RAHN MeKEDED DOR SYSTEM IS ANCHORED DIT A NO TO CONCRETECMRCVAT ODSILIRlZION R MASONR00 ITS VI1HOUi A NON-STRUCTURAL dE ,BT VOO BB ALL ANCHORING SCREVS TO BE 110 VIIH a NIMUN I 1/z' EMBEDMENT INTO VODD SUBSTRATE x ocz - T PFH TAPCCINS vfiH 1 1/Z' MINIMUM EMBEDMENT MA TO MASONRY1g11S SMALL BE DISIALLLB cHLY At IDGIIONS PROtECIED IT A CAHFY IIR . DVERHANG SUCH THAI HE AWLE BEIVEEN INE LOGE Dr- ENVY OR DVERIW& UNIT MUST BC INSTALLED VITH 'HIAM!-OrOC COUNTY PROVED' SHUTTERS ID SILL IS LESS IVAN /5 MCKES. LP&ESS UNIT IS WALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIOELITES 10-HAIIIARLE AREAS MERE THE LMI AND ITC AREA ARE DCSWIY to ID ODOR, THREE STARES PER JAMB INTO BASE ON SIOELITES ACCEPT VAICR IIF&IRAIIOK LATEX SEALANT To -BE APPLIED AT SIDE BY SIDE HBS AND SIDCLITCS DOOR/SIDELITE HEADER, DOM/SIDELITE JANOS, AND SIDCLITC BASE RNERS ARE COPED AND BUTT JOINED, DOORS SHALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST IIBITIVE PRIMER PAINT VITH A DRY fILR THICKNESS OF 02 10 12 MIL Xtl #I I Nit FRANCS SHALL BE PRE-PAINIED VITH AN ACRYLIC LATEX VATER-BASED/ FAMOUR WRY TER -REDUCIBLE UNITE PRIMER VIIH A DRT FtuM THICKNESS OF DD TO 12 MIL °LZn= ffn&m Hie APPROVED AS COJRLYING 1V III InE DOVTM P�pRtyLL 0=1140 C:lv° MILT- jlJrj OY h PRCOU T C CMOL CI•.1S:0:1 BUMM, COD: COSIPLL NCE CFAC! ACCEPTArIC0 NO.OT- EXTERIOR iixr mAx 31 1 4' rAX ------------------ 37 1-'2* MAX 1 lf4* — 13 33 31" MAX t/4, SHIM MAX x T 4 9/16. 1 z INTERIOR v \11 I GLAZING IlEtAIL 3/4' I' * 9 3/4' MAX it SECTION A -A GLAZING DETAIL OUTSWING OTHER CONFIGURATIONS ERVIN VILLIMS . 68 3f4L MR= MADE LA7CMX%CAULK Ja, INIMM 112' ;LASS BITE rLAX 37 Pel Uri 1 ML APPW.IED AS COUPLyW, THE saml I C�l 11,11,� 11! 1� 1 11 ru a7l _MD F -�, By PRO T ffRmDplewm 118'tEWMD GLASs eutow. Com COMPLWCE ACCEPw.Te No . I - o 3 1 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4` VOOD HEAD JAMB "Um"Um"'K. COHHENIS �— COMPRESSION VEAIHERSIRIP EV-12 1 1/4' X 4 9/16' NIL. TO BE PIN[ OR EDUIVALENI VOOD STRIKE JAMB - H R X A 0 1 1/4' X 4 9/16' NIL TO BE PINE ALUMINUM-BUHPER iHRESHO-p EV-13 OR EOUIVALENt PRENODR BRAND OR EOUIVALENT TOP CHANNEL IV -OS - 1 1/4' x 4 9/16' PREHDOR BRAND - I II/16' STEEL 1111 UW - 20 GA STEEL -.DOI T BASF FOAM - is rte Kau KH Kmn a DENSIIY 2.0 10 2.5 Ibs/rt' BOTTOM CHANNEL EV-04 . Z0 --- PREMDLIR BRAND - 111/16- - PER do-LOCK, BLOCK STRIKE STILE EV-08 4' X 9 1/2' HIT- TO BE PIN[ OR COUIVALENi EV-07 15/16' X I II/I6 Itn rn ,.... __..__ 2 12 „".uc anI LACK PREP FILLER•PLATE EV-06 - 0 crulveUl�I 15/I6' X I 11/I6' NIL TBE PINE pR EDDIVALENI 17 VW HIND[ EV-09 PREMDOR BRAND - A50' THICK- NIL:TO BE POLYETHYLENE 14 VOID HINGE JAMB V-15 HAGER BRAND HINGE OR EG4IIVALENF - 497 THICK (STEEL) IS 110 x 3/4' F.HV.S. - 1 1/4' X 4 9/I6' NIL TO BE PIK.•E6( EDUIVALENi INTERIOR 16 110 X 2' FJiVS. (4) SCREVS PER HINGE INTIT D= SEREvs tIRDllpt [, SIOEIITE Ja+l D110 r r N N" 15, ELL [HERCAI TrK SIIELIIE 4 DOWN rt�I IB Pfe t v t SIDELITE VO]D STILE fV-01 REFER 10 ELEVARUM VIEv. FOR D ff S[T�VS U$C0 AND MAIMS 19 FHVS. 15/16' X 111/16' NIL TO BE PINE OR:.EDUIVALENt LOCKSE' LDCK$Ei (2).SCREVS AT EACH STRIKE PLATE ® 1110 x 1 3/4' FJ VS KVIKSEi BRAND 200 L CK OR HARLOC BRAND 100 LOCK NA)Xsc Dvs l"am 11TE+R JANI INrO SIDELUE -MIL D' 0m rRW TU' 1 IIROIIIDI S►RUE JMS INTO -- 0 l xSBi aC• SIDELITE JMl. 1• qNN rRDI 1 ur 4) SG* (L I HERENTCR HD I CACIt -110 mm -ml VO]D SIDELITE JAMB 22' X 64' SINGLE PANEL GLASS EV-IB EV-19 1 1/4' -X 4 9/16' HTL FD DE PINE OR EOUlvALENT A N SIDELITE TRIM (VOOD-) WOOD CASING • EV-20 OLY YL _ -16. 5/16 x 1/2' HTL. 'To BE RINE OR EQUIVALENT — VOOD SIDELITE HEADBASE JAMB EV-21 EV-22 0 P EWIV N - I rut S1� er st Jnller w= xuLllans VD00 SIDELITE BASE PTILYPRpPYIENE EV-23 1 1/4' X 4 9/16" HTL TO PINE OR EQUIVALENI 11/4' X 4 9/19' NTL. TO BE PINE LITE FRAME 06 X 1 1/.2' PAN HEAD SCREWS PIN NAIL -1647. ODL-2 OR.EOUIVALENi HP Polypropylene by ODL ID PER FRAME Ip N FEED 14' lic ► AFI JL DOW SILICONE #995 IN no ENI, tNi D OL, il(B/vt(K IREI lH 111LD6 A41 1Rpl APPatfiiw.LS C(11tFEYDtfi ranl nfE SOUTH �mli""mwa P1.ti "x PIT ACCEPTANCE 31-1020-EW-0 A\ SHEET 3 OF-6 VIM LtnLZ 9 1/4' SHIM MAX �TERIOR I 79MA "" 80 11/16' I MAX 2 BY WOOD BUCK SECTION -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING H31-1020-EW-0 SHEET-2 OF 6 DOW SILICONE 4995 APFAMM.os OD6P_7M %HFH IM I I IL —I \ ' .UULJI\ 1. UI NI IUUI-\H I JUJv\ . „ x. /� �`�'� As:*P: YWG Wan THE we 4WT:1 f-tryT(p e w'e IT MAX "` PRI raoou T Y,noL 0=10N 911 C.'IALEr GCODECOUrIW?CEOFT, E FIIISI ACCEPTA.YCE no, o o� :1 ]1 I12- M) 4- mX • Mx -m-X ram= _ I]- MAX Mx--t t_ C.C. 1 1] M; — f OC 1]• MAX In o 8D O — 1]• MAX ot 1]• Mt — 31-1020-EW-p SHEET 5 OF 6 stvis�l ante u l HLK BUUK FANLL STYLES- 36° I¢ MAX '9 �X16- ®�� ❑a Q o a MAX �all ❑no ❑EI ODU DLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 4-PANEL 10-PAKL OTHER SIDELITE STYLES 30' -I I— M A X 79 /16" Mnx 0 SL-10 SL-20 SL-30 SL-60 SL-50 SL-500 SL-59A SL-69n 00 go no go 00 00 go-.Oas �� PO-1 PD-2 PO-3 PO-4 PD-5 PO-6 Pp-7 PO-O 00 PO-19 PO-19 PD-20 PO-21 PO-22 PO-23 PO-24 ti o � o ��� uuo oou uou o PO-35 PD-36 PD-37 . PD-30 PO-39 PD-40 PD-41 0 Fdb� °° aD Dula, Sao QQ FLUSH O-PANCL CRUSSBUCK 12-PANEL 4-PANEL CYCBRUV o .Q SL-69C SL-25 SL-55 SL-30D SL-40 SL-9OA 0 0o Qo oQ [090 aQ PO-9 PD-10 PO -II PO-IZ PO-13 11 111 ; • .��. ►i 111 iii Ii1 �11111 ' n 111 11)1 1 1 111 ��� PO-30 ap r7 ❑p O PO-42 PO-43 PO-43A - PD-43B 0� • 0� 5-PANEL 5-PANEL SCRO LL ETEBRUV 4/SCRULL 4d ❑0 5-PANEL S-PANCL ET BROV SL-90B SL-90C SL-300 SL-JUC SL-7n f SL-OO Hal PO-14 PD-15 PO-16 PO-17 i� ci c� ? 0 an Y a u {3 F � H PD-31 PO-32 R PO-33 PO-34 ac g�a�om� NKEMDQ0 �-'ys M91CZBER -EW-0uts 30 SHEET 6 OF 6 OUR tine - I .JN 1 ► r IN W`aync WINDL OAD SPE-CIFICA TION 0/08 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 GA HORIZ ANGLE f 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" I I I I Eo 5/16x1-5/6" 1 8. THE DESIGN OF THE LAG SCREW AT EACH SUPPORTING STRUCTURAL JB—US o ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE � PROFESSIONAL OF RECORD .FOR THE BUILDING OR STFRIdCTL1RE AND 054" vERT TRACK , IN ACCORDANCE.•iWITy'rl�fZREIyT C9 BUILDING COPES FC7P�lE%L•OADS LISTED ON :THI'5-;.Dt�'4WIi�l�r,•:;�'• 1 /4-20x9/16" TRACK N' �. B = UT AT EACH JB—US & 1/4 20 HEX Approved:'. _ _ = BRACKET 33 5 NSON DR'PEN S1COLK FL 42514 _ fLORIDA'CfRTIFiF.1f1dN(N0: 0048w ;'':::`•. GEORCI� rE iT ACAPON NO_ Oj8519 i,<I' NORhL .GlROUNA ,CEP nFirA1`IoN' Nd`Ol3Fi36 Date: 3'75•=Oj.. - !�` • OP TION CODE.• 0108 RE v. P WM 9 " x 14 ' MAX 44 PSF 1 OF 4 RA CK END BINGE, TOP BRACKET REOUIREMEN TS 1/4-20x9/16" TRACK_ BOLT & 1/4-20 HEX i NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-2Ox5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE ° 00 C �. o I (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1/4-20x5/8" TEK SCREWS • 90 .61 END HINGES 9 . r 1• 20 GA "U -BAR WIDE BODY HINGE (P/N SEE BILL .� OF MAT'L) LN N HlLGF RH END HINGE V, NYLO$4.'ROLLER (P�N 270791) ® \ BOTT BRACKET \ (P/NH-2J0 54 �. & LH-2�J.�55) �• TEK SCREWS 't(P`N 100509 A"roved: W.S. Wls°n, P.F v 3395 AOOISON OR. PENSACOL, FL 32514 FLORIOA CERTIFICATION NO. 0048489 CEOROIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Dote: 3 _ 5,— 0 — 1 /2" 16 GA END STILES .kcu v„ '-cNTER STILES) OPTION copE 0108 RE-v.- P WM 9 " x 14 ' IVA X 4 4 PSF I 2 OF 4 U-BAR L OCA BONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS `�.. LOCATED AS SHOWN Fi, F 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN � b b i `j (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: f T �395 AdOtSbF('OR: PE�l4S�tL�3Z5,j;.': FLORIDA;CERTIFICATION NO. 0048489 C 0F94 CERT1f)CATIOH?TC/.)0T8514 NORN'.C,+ROUNA CERTIFlCATION NO t023i�6;.: Date: •�� r L. OPTION CODE' ;:' y (��, REV.- P WM 9 ' x 14 ' MA a QAF 3 OF 4 Wind Load Test Report Report # 0108P February 1, 2001 TES-i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specificatiVs 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 t0 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 1%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0 10 8 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 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'�wer:;:GA18(QI27). APPROVED.OPT30NStl. .:r 04 is Based on otheites` ��tqo qu ateilr Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: ®?i :ldrG COU i i UILDING �� V ISION W.S.,I�(dson,;7.-S":-d - :a 3395.Addiso(i Dr.; Pr,*cota;.FC l4 Florida Cer4..Tlo..00�iS.gB P' " �'?� .� �` � d E ; T ���` .�� Georgia Ccr'CNo�fi" North Carolina Cyrr Nd. 0213�?w` (7`1 . z cn CV ofa wane ' foaKon MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: OAD SPECIFICA TION 011 D WINOL WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES: 1, GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. S. LOCK OR OPERATOR IS REQUIRED. 13 GA HORIZ ANGLE 1• 067" HORIZ TRACK (2) 1/4••-20x9/16•' TRACK BOLT' & (2) 1 /4"-20 HEX NUT 5/16'•x1-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4•'-20x9/i 6•' TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US BRACKET (1) JB—US BRACKET LOCATED AT HE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN , ACCORDANCE Wl TH CUPRENT - BUILDING CODES FOR `'THwE LOADS LISTED ON THIS,.GRAWINCe,•._: (1) JB—US BRACKET LOCATED Approved: 11i�:;' AT EACH ROLLER LOCATION _ '� � EXCEPT TOP BRACKET ROLLER w � .rrtsop . pr. ; •'fir' :-', c! _ ' "; �:..y ; , 3M5 'ADp1FL z2514 = s ;_. (P/N 125i39). F 6CLA LE}7ifl A�u]Et1 �C1J �i89' GMRaw. L£FMFICAT10N f{0: 018519 ' �' • = . ;,= 'i' NORTii�fi.2C{J.N�t fER?F(, (Qm NO. Date: APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" OPT�OrI C00,;rREV.- P1 WM 75' x 14' MAX, +27 -29 PSF 1 OF, 4 N rr=' G. TRA ENO HINGE; TOP BRA CKET RECUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX F NUT THROUGH ANY TWO ALIGNING HOLES ( �. TOP BRACKET \ (P/N 108077) TEK SCREWS (P/N 141668) �? ARROW BODY HINGE -k SELF —THREADING SCREWS TEK SCREWS ALL / END HINGES ;'7/16" PUSH NUT AT EACH' r _TROLLER (P/N 243341) i• LOCATED .25 MAX BETWEEN ..PUSHNUTS AND BRACKETS Zy ' OR HINGES H � 2'• NYLON ROLLER \ W/ 4 1/2" STEM a (P/N) 108135 ab WIDE BODY i HINGE (P/N SEE BILL OF MAT•L) 3" 20 CA U—BAR RH END HINGE (3) 1/4"-2Ox7/8" TCV CCMCIIIC Approved: ,T/ WSe mt son. P.E. 3395 ADDISON DR.. PENSS=LA. FL 32514 FLORr 1 CEFMF1GT10N . NO. ON8489 GEORGu CE4nFC1T)ON NO. 018519 \ NORni WOLINA C5ZnFrknON NO. 023836 Date: I I � I I I I I • � I L 20 GA CENTER STILES BOTTOM BRACKET 16 CA END STILES j' (P/N RH-270354 & LH-270355) OPTION CODE.' O 110 I REV. pi L'/M 16'. x 14 " MAX, f27 -29 PSF 1 2 OF 4 U-BAR L OCA ROIVS 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 t 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/B" TEK SCREWS ATTACH AT EACH STILE ,�. Approved:, 33955r0001SOS'N DR' ' v.j'.PZORRV1I����(�ll�(�f1GVt.(Vl�ly NO�>tl�jaRQUt CfJif1E 0FNf, 02J836' a o oP7roN cbd��F; \' REV. P1 WU 16 x 14 MAX, 4-27 -29 PSF I ✓ 3 OF 4 CENTER 5 TlL f - & IN TEI '?/ WE DIA - TE HINGE L 0 CA T1 ONS ' I 15' 0 El 14' 10, Approved: ORANGE COUNTY B U H Dj� DIV. W-S. Wilson, P F 3395 ADOISON OR., PENSACOLA. FL 32514 FLORIDA COMMATION NO. 0048489 CEORCLk CERTIFrATION NO. 018519 NORTH CAROUNA CERTIMATION NO. 02W5 Date: —0( V.: OPTION CODE- 0 110 1 REV. Pi I WIV 16' x 14' MAX 4-27 -29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTIvi-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; ILL Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stileE, 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 TEST DATE: February 22, 2001. Temp 71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. S..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde ivlcDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SEIVELARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiopiid Ansverv�,GA18(Q 127). APPROVEL?�OPTIb t F 1 r Based on.o er tcs b ' uiGi I Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ?'1�Iartme: `) ,. ; r: . i j' �,;j•' = � a�� ?... j� y'� c � � 7 � �. � l i; � �� 4 7 � ,., 1'1� u' E � ' ��� � r�� a _ 0R,L{�rt.i4 W.S. WilscSn 11 E' n -2)8 3395 Add-ison,Dr„ Phfaco[a'.L 5[4 Florida Cert Georeia Ccrt'No. 0185,�,;i t �•i 7 v, �... :, 4 TT //- ✓7-00K a E.- • cc CN Ln cn CV d z a a P11,134 Wayne. Dalton MODEL: S TYLE: DESIGN PRESSURE: lyINDL OAD SPECIFICATION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEICH T RAISED PANEL SCC # eZ_ n MAXIMUM SECTION WIDTH 21'' POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). MASTER PLAN 13 GA HORIZ ANGLE -I I clill .054" HORIZ TRACK I 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. I (2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. I 4. U—BAR TO HAVE A MINIMUM YIELD 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 ENO PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONS181LI TY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING . COOES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E 3395 AOOISON OR„ PENSACO" FL 32514 FLOR10A CERTIFICATION NO. 0048489 CECRCIA CERTIFICATION No. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 14—Z 8 .01 OPTION CODE.- 0108 1 REV- P 1 DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) J8—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16xl-5/8" LAC SCREW I AT EACH JB—US o BRACKET a 054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JS—US BRACKET •, WM 9' x 14' MAX 44 PSF 1 OF 4 TRACK, END HINGE, TOP BRA CKET RECUIREMEN TS 1/4-20x9/16" TRACK_ BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOL=S TOP BRACKET (P/N 108077) (5) 1 /4-20x5/8"- TEK SCREWS (P/N 141668) SCC # o -M MA i I i i I � i I 14 GA WIDE BODY HINGE - (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1 /4-20x5/8" TEK SCREWS -p ALL END HINGES p. 'Q 3" 20 GA '0• U-BAR C WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) I 9 BOTTOM BRACKET \ (P/N RH-270354 & LH-270355) TEK SCREWS (P/N 100507 \ Approved: Ti M.., PE M95 ADDISON OR.. PD&COLA, FL 32514 FLORIDA CViiIFlWON NO. 004M9 CEORGU CEi McATION N0. 018519 NORTH CAROLINA CERTIFICATION NO. 023MB Date: 4 -.28 -D/ _ 16 GA END STILES (20 GA CENTER STILES) OP T/ON CODE.' 0108 1 REV' pi I WM 9' x 14 ' MAX 44 PSF 1 2 OF 4 U-BAR L OCA TIONS InNOTE: 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 iVif s I 9'-0"'^7FigU 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 /4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS Wilson, P 3395 ADDISON DR., PeISACOLA. FL 32514 FLORIDA CSMFrA710N NO. 0048489 GEORGIA CE MC-A710N NO. 018519 _ NORM CAROLINA CMF1CAMON NO. 023W6 Date: y - z 8 - of OPTION CODE' 0108 1 REV- P 1 I WM 9 ' x 14 ' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P1 TEST REQUIREMENT: February 1, 2001 ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. .TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P ®TEST DATE: January 25, 2001. Temp 64° F. ODUCT DESCRIPTION: t 1. WayneMark Model 8000, 9x7, 4 section. S�� it 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. cp PLAN 3. Standard bottom astragal and retainer. BAST 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests b ' e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. W.S. Wilson, P.E. 9-28.01 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 0 We- Lo rn Cn C14 cf a Wagnc Baiton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH X 14'-0" MAX HEIGHT POS. 27 PSF SCC # .,,,,MAXIMUM SECTION WIDTH 21" NEG. 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 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 A633 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, PZ 3295 ADDISON DR., PENSACOLA. FL 3251 ♦ FLORIDA CERTIFICATION NO. 0046+89 GEORCIA CERTIFICATION NO. 0111519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: T— 2 8 —01 067" HORIZ T (2) 1 /4"-20x9 TRACK BOLT & 1/4"-20 HEX 5/16"0-5/8" L SCREW AT EA JB—US BRACK DRILL .281 OR 9/1 HOLE IN TRACK F JB—US BRACIt ATTACHME 1 /4"-2Ox9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US -BRACKET (1) JS—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECT10 .067" VERT TRA (1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATH EXCEPT TOP BRACKET ROLL! (P/N 12511 OPTION CODE.- 0110 1 REV.' P 1 I WM 16 ' x 14 ' MAX, f 27 - 29 PSF I 1 OF 4 FRA CK, END HINGE 70P BRA CKET RECUIREUSIV TS SCC# •.. 02-cs)4 MASTER PLAID 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO AUGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4"-20x5/b TEK SCREWS (P/N 141668) NARROW BODY HINGE I b I (4) 1 /4"— 2Ox5/8" SELF —THREADING SCREWS \ (2) 1/4'-20x5 8" (2) V \ 2" NYLON ROLLER W/ 4 1/2" STEM / Q ® SCREWS ALL / END HINGES A (P/N) 108135 1 Q OA I AO _ ` 1 1 WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3' 20 GA OR HINGES U—BAR I H END HINGE PH END HINGE (3) 1/4"-2Ox7/8" TEK SCREWS (P/N 100507) r � Approved: W.S. Yfilson, P 3395 ADDISON OR., PENSACO" FL 32514 I FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 4'-2 9— o ( BOTTOM BRACKET (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES OPTION CODE 0770 1 PE-V.- P1 I WM 16' x 74' MAX, *27 -29 PSF 1 2 OF 4 v-SAR � OCA TIONS n-91,31, 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 M�;STER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 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. 9fiixn, P.E M95 ADOWN DR- PeCACOIA• FL 32514 FLORIDA CERnF1CA110N. NO. 0048489 GEORGIA CS MF1CATION NO. M519 NCM CAROLINA CEIMFICAMON NO. 023836 Date: q -28- 01 OP770N CODE. 0110 I REV. P1 I WM 16' x 14' MAX, f27 -29 PSF 13 OF 4 CENTER STILE & INTERUMA TE HINGE L OCA TIONS ; GC# 16' Oi STER PLAN 14' 12' Approved: W.S. Wilson. P E 3395 ADDISON OR., PENSACOIA FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORCIA COMF1CAMON NO. 018519 NORTH CAROUNA CSMFICAMON NO. a23836 -Date: `_- 7'q-01 OPT/ON CODE- 0110 1 REV.' P1 I WM 16' x 14' MAX, -f-27 -29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 0 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71° F. .'RODUCT DESCRIPTION: S C C 7t OZ - op 6 1. WayneMark Model 8000, 16x7, 4 section. MASTER PLAN2. Exterior skin has mm inimuof .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAIL,ARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based ono er test b ' uival Altuninum Louvers and Styrene Window Frame Assembly per test number 020501. Name: W.S. Wilson, P.E. -?-Z:g- 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Geors'ia Cert No. 018519 Maronda Systems Engineer of Record Design Criteria: TPI MarondaSystems - ,4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068 Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CLO1401 14 128 PINEFIELD DR ORLN-CEL ARLK4 RIGHT 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 arrnrdanr_P with ARCF 7-QR Thaca *— -- — 4--; --A c,._ Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs:,44 Layout 10-7-02 0 4-21-03 Roof Loads - VT 4-11-01 ✓ 01 4-21-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 (/ 02 4-21-03 ✓ A 6-26-03Llf��P 4-21-03 B 4-21-03 P1 4-21-03 1 ✓ C 4-21-03 Q 4-21-03 t/ Total 33.0 psf C 1 4-21-03 R 4-21-03 D 4-21-03 `� R1 4-21-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 4-21-03 S 4-21-03 E 4-21-03 S1 4-21-03 u/ El 4-21-03 T 4-21-03 F 4-21-03 f U 4-21-03 F 1 4-21-03 V 4-21-03 G 4-21-03 �/ W 4-21-03 G 1 4-21-03 `/ X 4-21-03 H 4-21-03 X 1 4-21-03 I 4-21-03 ✓ Y 4-21-03 J 4-21-03 `/ Z 4-21-03 K 4-21-03 Z 1 4-21-03 L 4-21-03 L1 4-21-03 L2 4-21-03 M 4-21-03 N 4-21-03 N 1 4-21-03 INV # DESC QNTY DATE:�U� 3 2�09 18331 THD26 2 18330 THD28 18360 SKH26R 2 18361 SKH26L 2 18363 JUS26 1 16 18370 THJ26 18336 THD28-2 1 SEAT PLATES 128 40-0 ni 14-8 6-0 19-4 AUG 13-2663 11 JOB NUMBER: ARLK 7 DRAWN BY: _It _DATE: 10 .7-02 CUSTOMER: ITCH:6/12 & 4/12 OH: l'- 0 & 1 6" JOB NAME: ARLINGTON K 3 8 4 BORM �OAD.33# I BEARING: 8 Y';ta ,fit ,his safety alert :symbol �s used_ to at racti,your 5a erifl:an tPERSON,4LSAFE,lYf)SIINVOL,.gDIWh�ri �a, , � BE OM5-;F s_. ER i I F DIITS ! ,ouyseeNtF�j[s`s rr y�b� d' �d 0 � � ,11 J,'�- ,i �c�lily "f ����'�. hi1ESSAGEtis� i,1114+F1� CAUTION A,CAUTI0N ide;itieies safes ©perating Pra�.trGes'+or,�lladiCates unsafe conclitaons thaticould re,ult'tn Personal _injury or damage to structures.. 1 -J1 Summary Sh(:3et COfiME-N T AR`( and RECOfVINIENDATIOIN'S for HANDLING, INSTALLING & BRACING METAL ID K 6 CONNECTED WOOD Te `ASSES tthe reonsibility o`.t%e inc_alier(builaer. buildine corrractcr. licensee' contractor ,ecforor ere_ruon contractor) to orooerivreceive. unread sto,e handle install and ° e =! plate connected wood trusses to orotec,' iifF and , rcoerry The installer ust exercise the same high degree of safety awareness as with any other structuraI aterial. TPI ages not intend tnese recommendations to be interpreted as superior the project Architect's or Engineer's desion specification for handling, installing 7d bracing woad trusses for a particular roof or floor. These recommen .1ations are 4secl upc t' zolle :ive experience of leading technical personnel in the wood CAUTION. The, builder, bz;ilding confractor;'iic znsed contractor, zrectororerection contractor is ailvised F to obtain and read the entire booklet"Corn and Rzcorninendatioris for'Man ' `� aces it,�� life':aI Plate Con:iecfedlNood T russes;l'15- 91' fr oi_,-i r truss Plate .lns itute. D.A.NG E Resrgr aces n'conciition 'r r alluret4rfiAl owl rustructii�ns orhePdwarn- � �91, 0, �y ar '; rill; is I roost Ilier(esrllttt�cn�sersous; Personal. , jI_J or`df ath or damage to structures ,VVARNING:: WARNING describes a condition wherefailureto.c!Iovte�struciionscouidresialtin ; severe personal ry or darnage-to structures. TRUSS PLATE_ INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide 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 nerein by building designers, installers, and others, Copyright (D by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: Allterriporary bracinc should be no Bess than,2x4 grade mark- d.lumber. All connections should be made with minimulin of 2-16d nails. All truss es' assume€ 2 -on-center oarless: A'll rr.ul'ti-iply: trusses should be connected together in accor- dance . -with drawings prior to ins`aliation.. TRUSS STORAGE� CAUTION: Trussesshouldnotbe unloaded on rough terrain or'kuh- even surfaces which could caise H ` damage to the truss. CAUTION: T, sses stored horizontally should be. " rapport d on blocking to prcti c,. c CAUTION Trusses storPcl trerticafly should f3w E Lendin a. a lessen moisct r ` nt to linear ti tog. g:qn e c�air P PP„ - pp braced o r ve N WARM, G Do riot br?aksban ing urittl r1sfsil�tic,r ` DANGER Dc� not store bundies.uprinE t uriiess' ains. Care should be exercis6H ix ; ii, 1 r=prop�rlybrac'ed Doilotoreakbandsun ;Ibunri°es rnpval.to;a,toidshlftino.or individual'trusses. hare.paaced-iri a sta171e:honzbntal position. � �d t�l y �Y��,�' 7^'�M1��nij.`,T- r! uPs.,IttG.�1 r dVARl�litvC Do %nest lift bunc�edfrussesby�fHe'DAN R VJalktrig on trusses wh Bch are iy, ig•fla� �s bi-,femel dan erousMand s ould be strict) Lill r,:;i t�sE dc:Ii�dVl ;�ttc i '/ g wF y. ,: .. L15 , 666 ..,. FtrTr� k, 411 v4i. { Frame 1 Tag Line E VARNIN . . . . . . . . . .. . . . 1141�0 ", 11. BFj�-%CING:BUL 10 _1 PING INTE4" R"'40 brace . IR iS 111112 1 9, a-PrA 'I'll p4p, 114111 t aWX t jya- foll r'. e g I s it e.r PC�YAWMrfiBiRd"3Y CYraI a vw i d er s 0 UN !WE83RA G: bU'ILDING E-EXT'A 0 I R Top Chord Typical vertical End Wall i LBT attachment Plan Blocking G3 Ground Brace 3 ., Y Verticals lG EI � W_ Strut \ S (S T) -nial tie member with a (HT) �!Vtruss of bra, oup Of trusse (EB) Frame 2 12 ;!!'1J_ 4 or greater LA SPACIRN M Up to 32' 1 4/12 81 Over 32' 4 412 C , Over48' 6 4/12 5, Over 60' See a registered prc DF - Douglas Fir -Larch HF -Hem-Fir Z! Z-111 mill N I I.NIRR", tauL M lit V j. T,` Topchordethalar. laterally braced can buckle togeln Brand cause collapse if there ancdiag no_ al bracing. Diagonal bracing shou:d benailed V1 All lateral braces lapped at !-east 2 trucses. TOP CHORD ')P :)Rb DIAGONAL BRACE: BRAC�t SPA CING (DBS) # Irussesl 1H 1 20 is 10 7 6 1 assional engineer SP - Southern Pine SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required — to the tinderaide of the top chard when purlina "PR ate attached to the topside of the top chard. P F7 I T�bHED �TRUSS - ----------- WARNING,.: Failure to follcf�Wlhese recommendations could -result in severe personai.inibry or�darriage to trusses or buiidinas. TOP CHORD M INI I M U M Top CHORD CIAGONALBRACt PITCH .1 I'LA TERAL E3R AC_ SPACING (DP S) , r SPAW:!'', DIFFERENCE SPACII I SPD SPF HF I U1310 28' I 2.5 7' 1 17 1 �2 Over 28' - 42' 3.0 6' 9 =6 Over 42' - 60' 1 3.0 1 51 1 5 1 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine. -Fir Continuous Top Chord _a*e.,al _E-ace --- 1-11 2-, All lateral braces --wired = , I I upped at least z trusses. r::r Sreater AtItachiment Required - 12 0. rV /C-:; Top chords that a re I a terally bra c ed. can kle logetherand cause collapse if there is i'ctu�g A� nal bracing. Diagonal bracing t-ould be Zled to the undernjde Of the 1^r c1' -d hhbn pudins are attached to the tiopa;je of 4,e top cno, d. SCISSORS TRUSS Frame 3 0. rV /C-:; Top chords that a re I a terally bra c ed. can kle logetherand cause collapse if there is i'ctu�g A� nal bracing. Diagonal bracing t-ould be Zled to the undernjde Of the 1^r c1' -d hhbn pudins are attached to the tiopa;je of 4,e top cno, d. SCISSORS TRUSS Frame 3 I �;4'�'3"1i4 #'�'��_i.:°� S�'ni�c�41u.1"•� r A}�'_ t4 s„ �nS.. i a� r.,� ��' ice• ���,� v`� �i � I I � � �� i I ! (111 i I � �� ddI I� � ��I'il�°il I �I� �� I II I �N �� � I � �' �i � I�r• � l4f t1lu I � � IP�� � I rB��U�}�•il �I�Illif! Ik N O'.1 o 'C ORD';mD�IwA�M9NmAL'��FiG4"CE III IA II tNll I �nN61 H 1 i P In 1 I I I ,• .I w',�a�IlikiG�Glrlll� illul � ONf�CHORd�p' ��nIM � II�NIA14�Ih��l r' :�'w'1ti f1A r L"�CER�I gtd�E I S���I I P�CIt"�C3 {D sja I• I�I[7f 1f11S5@$� N' �r �a,&IIIIAPitiIgIVI4110ir11'19' I . ey: U to 32' 4/12 15'1 20 15 48 4/12 15' 10 I 7 + ,t Over 48' - 60, 4/12 15' I 6 4 `a {% Over 60' See a registered Professional engineer �J)t4 "RElk"pOuglas Fir.-Larch:I;;i,,SP Southern Pine A�ArHF rFJe Flrl y�„�{ r SPF Spruce•Pine Fir- 1,���.�'��.,gljltY-�1 A13yFY Y..ijg1 %rSF�"� �j Ell'IN .. I Elt�,,l%71♦tio"'Uf,FIA�fi�'µrttpo , .� Qll lateral braces ti�J lapped at feast 2 i. AkA i•`,flup 'S«�,' ��I,trusses r •�, r i#tilA�'� � � t„hj I�h' i�Nxxs �rfl� ny �4`i'r� a GI b, _ �� �. 7 i. � 9��''yy',,,,f• ii 1 4 k.44.�:'".'b'F12'�t"a.,,".!:,• .. ottom ci ob d'di each:end of pacing as.top c ��yy�� ��yy I��++yy-ppl��l}}lepp4���pp "�1 T r' Ci9 S��}i=1NLit569iL illli! �I(lrlll t! I �I� IIII'; fitll,•I Il;;ui IIIry .Ilry f U�'41, lu+ hI Ij �uII1��Nfl III I�ll ill{ I Irl•i I' I h 'III IIt'I �� �I���j +J I Inr 111 I p ! Ij�TOPNC,�(IORD.�I I Ili 1 l 111 N�I�Il�lli�l IIII flI`,IIIr I�I�I 1II.I';. 'I II II ,Ili GGiI��'1 II I IIII i.ullli IIII II .I III' I IIf19,II J'uIgBIIV�J, Ilp� up"7f{ IIII 2 4 a.ii 1 r -�'i' YIIIII NiI III III I I� I TOPi 'y Ir I. j2x LIL Ccntinuou ._� S I�I ! II�It I II II!IIIIIIIII`f�'.I III'll �V llN a YI 'IIDI�tiGONALrBRACE' CHORD l7 �I q�m rq NIII.�11��1II r Id hrl�li�CHORD wIIsIPAt�� IL':1.11 „ ell TRUSS Top Chord III I I' ISP.A tl III nu eo III ll�l �I l�l I�I.I Illlsll`I{DEPIHI{II{�I 'IIVlllpl{IIIIIIIII P LNIMU ul�: d :I:II IIII.I�fI�IYM, ..;1{II!�IPIIIII I� TERAL BRACE II � I nrul.oll n II li ISPACING(LB' {{,I,I.I,.{ . I°,'= l' II I II- IIIILIII ry'bll II I'll lillll �l (I IfII III II', SPACING'' DBI' I' pl I IIII, lu - Igol YI .IIiIIIIIiINI U IW I I ;p � _ cc Lateral 3ro E Required I L_ - I ,I;II!III ;, I{ NII�1�II�{•L16 �1!�ul ilu �.�IL. Illlll Ill. U�i����dII IIII�LI it ll,h�I��i 111 dlll�ln�lll�ll t'VII'I11 li I{,NI!Il,�i{, rr :trusses Ililtllllll� Topchordelhatare late all�nracea can ouckie ;. .I;'SP QF!IiiII 'S P_F'1'HFIII I together and cause collapse It there isno diago- or Greater U13to �2' 30" E' 16 io nalbracing. Diagonal bracing should be nailed - OVer2' - 4$' G2" p^^' I 6 4 .; to the underside of the top chord when purline - - Over GS' - 6 0' 48' S - are attached to the topside of the top chord. 4 2 I - _.. Over 60 See a registered professional engineer DF' Doug;as Fir -Larch SP Southern Pine Attac hment A a nt Required — HF - Hem -Fir SPF Spruce -Pine -Fir, is 30" or greater . i1 I \fir k4 t, >i I l ,I i�mrMl IG4Fr. - The end diagonal brace F r for cantilevered Intl dlaoonafs are ass t trUSses must be stability and m 1st bedup ca ea placed on verlical' L:I14.I both ends of the truss system I webs to line d,th d.l r ll the support x,2 it N �,II•Ic ITC�F',ICHI�PD " P aRA: I I Ct IOR J TRU J Continuous -- — —I Top Chord \ Top cit o.ds that are lsteraliy Braced can ou rl t Lateral FSraC(' `\ together and cause collapse ilthere is no dtago- _ r''^ —� nal bracing. Diagonal bracing should be nmleRequired d r I � to the underside of the top chord when purline - - i'i" Of :greater ale attaehea to the topside of the top chord. : 'I,'' - �`= � Attachment VI 1 j y or r — ✓ - o :2� ° I- I rl � � i' i � ✓ Jr I P;I 4Ii.:PITCH".NlIj .T si 'v iv, TT. P. P, A, Q SPACING SIMON W1. SP 'Cl W 'SP QF4-,1wSPF/HF;-A Up to 24' 3/12 81 17 12 Over 24'- 421 3/12 10 Over 42'- 54' 3/12 6' 6 A Over 54' 1 See a registered professional enqIneeL_____j .Ljr - yougias t-it-Larcn 5P - Southern Pine IHF- Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. - Top chords that are laterally braced can buckle togethernrld cause collapse If there Who diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlina, are attached to the topefdo of the top chard. TROM 410 FI-NSTALLATION'TOLERANCES. PLUMS 5(Wn),FD 12" 1/4" 24" 1 Z* 2' W_ 365" 3/4" 3 49" 1 60" 1-1 /4" 5, 72" 1-1/2" 6' 84" 1-3 4" 1 7' 96" ). L(in) 12 3 or greater/ ql� All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Grt Attachmc Requirec Length L(in) BOW Lesser of L/200 or Z' — L(In) Truss 1 108" 2" Deoth ........... I C(in) T - - -- ------------------------ ------ --- ------- Lesser of Lesser of L/200 or 2" r%/,,v or 4.1 t Maximum 4-H Misplacement Plumb Line 50" 1-/4" 4.2' 1001, 1/2" 8.3' 150" 3/4" 12.5' �00 L(ft) 200" 1 1 6.7' �2 ?Wli 1 — T 0.8, 300" 1-1/2" 125.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. Frame 6 >r. MAROAIDA SYSTEMS 4005 Haronda Way Sanford, FL 32771 (407) 321.0064 Fax- (407) 321-3315 Date: March S, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #005006s Subject: galley Trusses All valley trusses labeled 'VT-1 throe 100 are covered under the general valley sheet provided in the truss trackage signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have acy questions please feel free to call at 407-321-0064. S Merely T'om s Ponce, F.E. Date: 3, 5to 3 .�t�t`t1e41tt6EtEl�p;��� ' C.) No. 00E,;OOa{3 � ' - STIATE O SS�0� vcllhry nvt-UItmATION TIIl6 Iieslgn Is for an Lndhdd..J buddh,g compuoent and has becu based on I of .U.n P,Ovldnl by the chent. The designer dtsclalms anY roponstbWly fur damages as a result of Faulty or Wcorrttt lafonna Uon. spednetlotn and/or deslgta hrn,bhed to the Inns dcalgua. I the eJknt :md the mrredOess ar.mtmcy of UILs Infofnlallau as 1t may tehte to a spe- eek P'l--[ and accepts no responalblbty or weals. no conbol vlUt Icga,d to fabtfm- tlon, bandlmy sh,pmrnt and tnstanatlon or Inubm This truss has been dalgmd as an Indlvldual building component In acmrdantt ,Ul ANSI 1-1995 and NDS.9-1 to be incorporated as part of the budding design by a BUBding Deslgl,e 1-91.1ered a.rj tte t or pror.satooal 1'� n"0 1- wb.n tev,ewed for aPF I by.tl,e b"2dlug dotdn". lb. design loadings shown must be checked to be sure lion the data he, are In apje®eaL with the LOCI bullding codes, 1oc,1 clanatb; records for wend or aaow Iwds, p,aJeet SP--.Mons or'Pedal app8ed loads. Unkss shown, truss has not been datgned for storage or occupancy Inds. The design assume eomP,esston .hands (top Or bottom! ate _,Inu- ously braced by ab.athkng unless oth..b. aPcclllcd. tVhve bouum chords m I..Im are not fully braeal htenlb, by a properly appUed rlgkl .cuing they sboWd be braced at a mastmu n apacmg or 10'-0- 0- C... "J., Plato aban be ,uanufarl Wed 1— 20 gaud. hot d1PP.d BalvaaLard sled meeting ASIM A 653. Grade 40. unless othcrwtse shown, FABRICATION NOTES Poor [n fab,lctbn, the /abrteslor shall reWew this d,awlog to vcrtfy that this dnwing b trt conformance with the fab'eatufs plans In to rco Urea wnUnWOg responsfbWty forrmcb verl- RCUon. Any c tsaepancln are to be Puf bL "Ung before ehtung or falxluuaa. Plates shag eat be Installed wer knoUmles, knots or distorted g,akn. atembcra shall be cut for tight Rlltng woad to tw , bcarlg n ,ncelor Piles shall be located on Loth (aces of the truss with nails fully hnNdded and 'ban be sym. about the Jolut ,odes' cthc .u. ahawn. A 3z4 Plate b 5' wide x 4' four; A 6a8 plate Istr- aldo x a- long. Slots (holcsl ruu Para8cl to be th nanbc,s sh late a8 mP [eat Use Scent id of the webs udns oLh"-I-.shown. Connector Plate sUr re -"In— aloes based on the forces shown, nd may n-d to Ina Inctcued for Se,taln hand. ng and/or—eUon anessn. T1,13truss b not I b. fabaeatal "LL, gre rclanlanlrn Llal weber unless OUiuwLse shown, Furaddiloaal J Tina Von on gu181y Control refer to ANSI/M I-1995 PRECAUTIONARY NOTES All bradng and enc uou ,ceommcndauons a+a to be f.Uowed In a lnnatorn,dance with-Raodlmg tx handkd with "rtA with pZc la-91. T�usaes are to tanlar care during Isanding �buendlytrtg deU'.erY arut UssmUatlon to avotd for hotdlng Inman In an step lg�lnt and! huubg Ilion and for reststb, lateral fo hall b �- dmlgncd and usg 'ems shall be tolled by olhcn. CamfW band. ling Is esscntlal and crecUq„ bracing I. alwa requtred. Notmal praautlom,y ad ton for Ys tr=.s Icq"hcs such IMPorary blacug during Laslallatmn between (noses to asakl toppling and dommoing. The supcnbkm of credlon of trusses shall be mtdtr the control of persons eapatenecd In the Installation of bttsaes. Prof¢slonal ad.k.•. shall be sought 9 needed Caae.ntration of.onst—tlon Imda gro,er than the dntgn loads s1m11 not be apphcd to trusses at any tUnc. NO loads other Ihaa the wpfgl,l of th..redo- shall be applfcd to trusses unUI a@r all fasicning and bracing b mmplelaL. MONO VALLEY VALLEY TRUS COMMON VALLEY VALLEY TRUSSES ITYP.I v rr•„t vl't lJP1 JYbitIVlS WO: VALLEY SET IF LESS THEN 3.0.0 THEM MOVE DIAGONAL WEB TO NEXT PANEL. ES S 214 OR 4x6 DIAGONAL WEBS 1 416 3x6 REQUIRED WITHA GREATER THEN 0-0.4 2x3x6 2,2x4 2r4 2x4 3,6 on 1 4a6 m s 2x4 OR 516 416 4,10 2x4 3x8 3l0 on test 214 TI: VT QTY:1 (1) WHEN BIGAONAL WEB PRESENT USE 4X6 PLATE (+) WHEN NO DIAGONAL WEB PRESENT USE 2J(4 PLATE VALLEY MEMBERS AT 24' O.C. (TYPI 2x4 2x4 3.0 VARIES 12 UP To .MAX 6.0.0 O.C. (TYP) t 4x6 ' a 2x4 ® MAX TRUSS SPACHIO MAX. 6.0.0 O.C. ITYp) I® BELOW a 46 - O.C. SPANS UP TO 60-0.0 ®I TOP CHORDS: 1X4 SP 82 BOT CHORDS: 2X4 SP W2 WEBS: IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY .2X4 SP 83 MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. TIC MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 161) NAILS PER INTERSECTION, OR TWO FEET BELOW TRUSSES ARE SHEATHED FIRST OUSE () 10d NAILS N CENTER. rOR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN T LONG J. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tf ];XCEPT AS SITOTVN PLAT LS.AIL13 77 20 Gel Tl:,S'IT�D 7>ER. ANS1,11'Iq 1-19Dz Marc da Systehis 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. I-ICENSE #0050068 Waaeao anEEV8ROntl Cr.OVIEDO FL32766 Delixn: Afmrir A,mfy,ix VALLEY TRUSSES (TYp) R1111G TRUSS COMMON OR GIRDER COMMON TRUSSES (TYR) a VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. Cont. Support ww"V14114ts: READ ALL NOTES ON THIS SHEET. A COPY OF TI IIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: -"radar shown an 'b drawing Is not ndt - l bracer, wind brackag, portal bracing o1 sknllar bracing which b a pan a! the bonding dol(.m and ,.such must be .onatdered by the buWttug des! r. shown Is for lateral suPpn,t of buss members only to rcdaee buc made lu am:har literal bract al aids ands I g lu,gih. Novlsto'.''.0 t Oearh,g AddlUonal bracing of lbe _'a slelld, and a l W 1-11— dele,udbe"ned by the hulldktg dnlgner. friusa Plate Inautute. TPI, Is laeated at 583 D'O,mf,,kni d.Nc. Ala 111TI-91 f 11. - nsb, 53719). log C4T1L• C.•r+FE. u,xvogsauss.1� on woes StUdS I[7{ 6-0-0 O.C. rthg. J011: Divg: I)sgur: TLY CIlk: TIC Live 16.0 last 'I-C Dealt 7.0 psf It(-' Live 0.0 JISF BC .Dead 2.0 psf TOTA.T. _ -1 Z5.0 nsf Truss ID: VT Date: 4-1.1-01 DurFac - Lbr: 1.25 DurFac - PIT: 1.25 O.C. Spacing: 24-0" . Design Critefia: TPI Code Desc: VV06_29.00= 83n?- 17 .. . r� Il�rvIC IV1.4111.7111 This drsioi i rar an Illllitgduat buajb)g "I--- -. I. b.a=r+ ba..a on Iru'o,matlun provided by the ellcnL n,e aes;gncr disclaims anF repana,bWty for dare,,, _. ea a r IL of raulty or incorrect LJonnallon. spcdn©uon. and/or drsllms lumbhed to the tress dcslglmr b}• the cUcnl and the corrcdness ur ,minty of U,b „Jonmllo,+ as II may- rc6lc to n apo cUlc Plmcct and atccpCS no ,cpoluibfUtc or ,elee no cmUrel Mth regar d 1. Nbrdo- Ifon. handlb,g. shlprnenl and Installsuon of lruaae• Thb l.v,e Ima bem ,les,g—d ss an b,dMdual building minp.ncnl In acce,dance,dU ANSir1V1 1-1995 and NOS•97 to be [ncmporat.d u tort of the building dofEn Ly a Building DeslEr,er Imgls[ucd areAllecl ,K p, ofeulonal nouai„� aoig.c„ rc•tc,iod gn`uoa�inp: eno c must b. 0I a.1 to be sure Ihnt till. data fhmm Is in agMM.nI with the local buildtr,g corks, local etbnaue records for wind or snore bads_ p'fJ aPl, M_If— .r ape. 1 applied load.. Untcss shoos• truss has not been dolgncd for d stc`W or occupancy Imds. The eign usumn rn press,,+ wsly ely,orolt.p w ubmn W,u. ,b,gri=bsedbUaeeoe elnAa "P—chonls Ill len,lon .Ie not funy braced bt.mll7 br a rropl,rI, appUcd ngld eclttng, they should be br.. d at a n,tdmum,pacb,g of I0'-O- 0-Connxtor Blois shall ire nnmrfaelurl,d I+mn 20 gauge hot dlppcd gal.a,hed sled ni- la ASnI A 6s3• C.d. 40, unless .thrnvlse ,I+onn. FABRICATION NOTES Pr1pr 1. r brbuon. till, hbrtbtor shall rMew Thb dnoy,g to "'Ty Ual lhb drawing 1. N mnlorrr+anee ,.Ill, the 1>hrininfs Plana and to rouse a t.nlb+ub,g raporclbNty for aul,h ret'F ..cation n. dlscrrpa are to be .slung beffore .++lung o1 put b, fabr4vtlon, rtata -WI not bl, trut-sned over knolholq_ knot, ,r dtst.,t,,d grain. 1.Icmben ,hall bl, eul for tight nlUng wood to oval bearing, Con- n for pblq shall be I.ealcd nn lath face. ,.f it lnru will, rw0a fully Imhc1&d and shall be ryTn. about the )ob,t unless olhcnslse sborm. A SxC pbtf b s- aAdc a 4- tong. An plat. I. 6 Mac a B- bug. Sluts lholl panllrl to U,c plot. 4ngth spoea,g ed. .1 rare in c euu on aaD namlxn shall med at till, oararold of the ocbs unlq, whc fs. shins,. Conn._elnr pbt..12" are mtr,bnunIe +,es ho,ad on the fn¢ry.holm U9d red need In be b+v_ d for eataln hand_ ga /or credlon slrasn. Tilt- thus Is not 1. ire folartolM o,U. Ilre n:1a+.b,d healed lumlxr uldas oU,crnb, sl+m,•n. For addluon i Infonmu.0 on QuaWy Conu.l Idl,r to AN51/TF1 I-19Z PRECAUTIONARY NOTES All brachg and enme,bn re.vn,mendauoru are to be rono,.-cJ b+ accnrdancc •dth -Handling huWlltng P Brach('• NIB-91. Tnus— are to be handled Mth panlnular care dining banding and bundttr,g, dehvc.y and bulanau.n to avoid damage Ten+P—l3' and pcn+.an.nl bracb,g Ito rbn h.lding 1n _ In o ,t_lgl+l .red rlumb pau- iand for rabttr,g btcral I, , stun he Icslgd ned and butan.by other,. Ca,erul I+and- Ing 1s o nllal and credits, bracing Is ahgys cquiltd- Normal prcoullatury acUnn for mssm rcquirts such Ianpolaq bracblg during miallotlml hctwccu trusst to `Iv toppUng r,d do+nb,olnr- The aupl,r.tslon of erl,l,Hon of nts,n shalt Ix under the mntrol of p.nons cpericnccd In U1e Installatlorl of trusses. roan tnlfo++ onal ,duke shall Ire should If 11-dl,d. nr cunslr ucUw, loads gr.a lcr tin tiro dnlgB loads slur nl4 III. applied to ones at any Illim N. bndt olh., Than till, eight of ll+l, er.d.+s ahau LM appp.,, IP � secret site. all taa4ra+y; and Inad.g cmuyldcd. HIP GIRDER Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P-E. LICENSE #0050068 'ago 6REEHB"MIl,,;r.6"IEVp77 •Fi. as765 DwpI: dfmri.r rbra/pir LIN OF _v V: 1111'UE AIL 11: HIP BLOCKING ADDED TO TOP CHORD STEP 'HIP TRUSSES TO SHORTEN. OSB NOT TO EXCEED 2zI"O.C. M BE NAILED TO TRUSSES w/ @ 12" ON CEN- STAGGERED PRE-ENG'D TRUS TOP WALL OF BUILDING MA6CC ING: READ ALL NOTES ON 11-IIS SHEET. A COPY Of 11-115 DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bra dreg shoran on U,li draining Is tint arcrllen h,ndne. ,wnd bndn n hleh is n part"the bulldln Aesl g{<+rial loin jug nr simllsr b.,l slmrm Is br P. En and nhich must be mnsldcrM by U+_ build'v,q dclencr. B,acing blest suppott N lnls, mcmben onl,' In reduce bud;lb+g Imklh. FToq.Imu must be made to anchor lateral braeb,ll at nut! and ,peeUl.d toes Uon, ddcnnnc ld by 1h. buUJb,g dai[.unr• AddlUonal braeb,g of U,c oven tl't v ;urc mar he ,cqu bed. ISce 1u0.91 of Trq, fl'nus plate InstMute, TPI, isl.ealed et 983 D'UBW110 Dd., hiadh.n, 1"Iseonsin 5371p1. J09 !;1111: fa7 —tea` FE•LOF.vUnSl--:1,1:r: Lt,,;lt�,,,s AT STEP -Hjp Eng. Job: Dcrg: uS91lr: 77LX Cblc: TC Live 16.0 psf 'I'C Dead 7.0 psf 13C .Live U.II psf BC Dead 10.0 psf TOTA r, 33.1 Truss ID: HIP Dale: 10-20-00 DUIFQC - Lbf-. 1.25 Dulfec -•PIT: 1.25 O-C- Spacing: 24.01, Design Crileli4: TPI Code Desc: M29.00- Frn_ on DESIGN INFORMATION Thb design Is for an individual building component and has been based on infomatlan provided by the client. The designer dL elak- any responsibility for damages as a result of faulty or lne"met Inihn ation. speeglcallons and/or designs furnished to the truss designer by the client and the correctness or accuracy Of Ihb tntro fortlon as It may relate to a spe- eifie project and accepts no responsibility or exercises no control with regard to fabrtca. lion, handling. shipment and Installation of truss". Thb truss has been designed as an NS, al Abuilding component In accordance wlih NSI/iPl 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engmcc,f. 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. loerl clanatic records for wind or snow loads. project apecaicatinns or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are conUnu. auuly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latemly by a properly applied rigid ceiling. they should be braced at a madmum spacing of Ifr-0- o.e. Connector Plates shag be manufactured from 20 gauge hot dipped g hnurtzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator slog resew this drawing to verily that this drawing B In conformance with the fabricators plans and to -tire o continuing responsibility for such verl- fleatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plat" shag not be Installed over knotholes. knots or distorted grain. Member shall be cut for tight fitting wood to wood bearing. Con- tor tfaces of the truss witatesh shall atiis fully bnbedacboth and ahall be sym. about the joint unit"otherwise shown. A 5x4 plate V 5' wide x 4• long. A d<8 plate Is ff wide x 8' long. Slots (holes) run paragd to the plate length specified. Double cub on web members shag meet at the "nuold of the webs unless otherwise shown. Connector plate at,, are mintmum sues based on the forces shown and may need to be Increased for certain hand- gng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling huftalli ng A Bracing'. HID-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to ovatd damage. Temporary and permanent bracing for holding trusses In a straight and phunb pos. Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and erection bmetng is abvays required. Normal Precautionary action for muses requires such temporary bracing during installation between trusses to avoid toppling and dombnobng. The supervision of erection of trusses shag be under the control of persons experieneed m the installation of trusses. PrOfaslonal advice shall be sought If needed. Con" ntmUon of construction loads greater than the design loads shag not be applied to trusses at any time. No leads other than the welght of the ereeton shall be applied to truss" until alter all fastening and bracing Is completed A 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- 125mph, H. 15.0 ftI= 1.00, Exp.Cat. B, Kzt= 1.0 i Bld Type= inc L. 58.0 ft W- 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L--0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB = 1.15 T 44-8 0-6-6 �rT I Face = 0-2-8 3.00 I 0-8 0 I I 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 TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" 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 REQUTRrD 8X10 3X6 ..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 4660k 8.00" 18 17 1-0-0 (RO-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES AR�TOV�7r!ATE_STED R ANSI/TPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afmrir Annfysh YYAKNINts: 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 m similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made co In anchor lateral bracing at ends and specified )otions determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss Plate Inslftute. TPI. Is located at 583 D'Onofrio Drove. Madison. Wtsconsin 53719). JOB PATH: C:ITE6f.0KU10AfE1)IR TI: A 9TY:4 cJoint Locations=====---==== IIl) 0- 0-a==are. 0 9) 32- 8- 0 17) 20--0- 0 2) 4- 2-14 10) 35- 9- 2 18) IS- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS -------___ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- x-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 -16 -1847 BOT PIN 39- 8- 0 4660 0 -1818 BOT H-ROLL 8X IO 0 5X6 T 0-6-6 4-2-6 Tr- I 1 1 3.00 Face = 0-2-8 080 4660# 8.00" 1-0-0 1475# (RO-10-10) scale = 0.1595 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf RC Live 0.0 par IBC Dead 10.o psr TOTAL 33.0 Dsf Truss ID: A Date: 6-26-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HIT. rlc 7nA7 DESIGN INFORMATION This design is for an Individual building component and has been based on tnfomatbn Provided by the chent- The designer disclaim any responsibility for damages as a result of faulty or Incorrect Infarnation. 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 responsfbNty or exemises no control with regud to fabrtea- tion. handling, shipment and btstalUUon of inches. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated os Pan of the building design by a Building Designer (registered architect or professional engine. 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 coda. local clbnstic records for wind or snow loads. proJem sPectdCalbns or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottmn) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in lesion are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxtmum spacing of 117.0' o.a Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to vertfy that this drawing is In confomnance with the fabricators plans and to realize a continuing responsibility for such vert. (kation. Any dlscrepancim arc to be put in wsttmg before cutting or fabrication. Plates shall not be twinned Over knotholes. knots or distorted grain. htemben shall be cut for Light ailing wood to wood baring, Con- nector plates shall be bated on both faces of the truss with nalb fully imbedded and And be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 8x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specdled. Double cuts on web members shag meet at the centmid of the webs unless otherwise shown. Connector plate sizes are mlobrum stirs based on the forces shown and my need to be increased for certain hand- Wng and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES AD bracing and erection mco nmendaLions are to be followed In accordance with 'Handling [aiding At Bractne. HIB-91. Trusses are to be handled with Particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing far holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- 11ng is essential and erection bracing is always rcqubed. Norval precautionary action far trusso requires such temporary bracing during Installation between trusses to avoid toppling and damming. The supervision of erection of trmum shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to tosses at any time No Mods other than the weight of the erectors shad be applied to trusses until after an fastening and bracing I. 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 6 T 5-0-8 0-6-6 �Tr I Face = 0-2-8 3.00 I 0-8 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 141-0". WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Ialpact 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 9TY: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 Rxln �. o 5X6 T 0-66I-6 4-10-6 Tr1 I 3.00 Face = 0-2-8 080 8-3-11 22-0-10 1 8-3-11 1366# 8.0011 10 9 7 1-0-0 1366# 8.00" 40-0-0 1-0-0 (RO-10-10) (Ro-10-10) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 scale = 00-10) .1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDOSI-32766 Design: Afmrix Analysis WAKNINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dm%ing is not erection bracing, wind bracing, portal bmcing 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 bcatlons deUnnined by the budding designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). (sass Plate Institute. TPI, is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATII: C.ITE£-LOKIHOAIEDIR Eng. Job: Dwg: Dsgnr: TLY Clik: : ARLI Truss ID: B Date: 4-21-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21579- 7 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 responslbWty, 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- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of truss-. This taus has been designed as an individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineeri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied loads. 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 maxbnum spacing of 10`0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators pLvu and to realize a continuing responsibility for such veri- Bcatlon. 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 Biting wood to wood bearing. Con- nector plat- 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 unless othenvise shown. Connector plate sues We u drumum 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 (ire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIjfPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with-Handung Installing d Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Pmfesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to truss- at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. its: ARLINGfON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D--0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.22" RMB = 1.15 6 - T 5-8-8 0-6-6 TT� I Face = 0-2-8 3.00 0-8-0 I I WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req -;TC ... FORCE;..CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C -- -====---- ==Joint Locations======== 1) 0 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- Q- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 6X8 8X10 KV9 5X6 T 5-6-6 0-6-6 Tr� I I 3.00 Face = 0-2-8 080 11 9-7-11 11 194-10 9-7-11 1 1366# 8.00" 8 6 1-" 1366# 8.00" ail-o-o L i-u-o (RO-10-10) I' (RO-10-10) .1595 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 1 00- 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: Afmrit Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing widch is shown 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 the building designer. Additional bracing of the metal] structure maybe required. (See IIIB-91 of TPO. rRuss Plate institute. TPI- is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C.ITEE-IOXIHOMEOIR Eng. Job: Dwg: Dsgnr: TLY Clik: WOWARUL Truss ID: C Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFCIc - 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- 21580- 7 HCS: 03.20.02 DESIGN INFORMATION Mils 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 Use truss designer by the client and the correctness or accuracy Of this Infomnatlon as It may relate to a spe- cific project and accepts no responsibility or exerelsu no control with regard to fabrica- tion, handling, shipment and Installation of Intsses. This truss has been designed as an individual building Component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer tregtstered architect or professional engineer). When reviewed for approval by the building designer, the design loadtngs shown must be checked to be sure that the data shown arc m agreement with the local building codes. local clmmtic records for wind or anew loads, protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (lop or bottom) we continu. ously braced by sheathing unless otherwise specllled. Where bottom chords In tension are not fully braced laterally by a property applied ngld ceiling. they should be braced at a maximum spacing of IV-0' o.a Connector Plata shag be manufactured from 20 gauge hot dipped gahanlzed 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 confomumce with the labricaloes plat"s and to realize a contmutng responsibility for such verf- fkaUon. Any discrepancies are to be put In writing before cutting or fabrication. plates shag not be Installed over knotholes. knots or distorted gam. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wife x 4' long. A US plate is 6' wide x fr long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenlrold of the webs unless otherwise shown. Connector plate slur are minmmm 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 mlartlant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES At] bracing and erection recommendations are to be followed In accordance with 'Handling Installing d Bracing'. 11113-91. 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. Ition and for resisting lateral fore,, shall be designed and Installed by others. careful hand. ling is """idol and erection bracing is always required. Normal precautionary action for lydnssa requires such temporary bracing during InstaMllon between trusses to avoid toppling and dominamg. The supervision of erection of trusam shall be under the control of persons experienced In the Inslat]ation 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 b any time. No ads other than the weight of the erectors shall be applied to trusses unit] after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 6,8 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 976# Support 2 1010# MAX LIVE LOAD DEFLECTION: L/999 L=-0.33" D=-0.35" T--0.68" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.34" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.17" RMB = 1.15 Q T 5-7-8 0-6-6 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= 125ruph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt_ 1.0 Bld Type= Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -8904 0.26 16-15 7956 0.61 2- 3 -10312 0.27 15-14 8150 0.60 3- 4 -12521 0.09 14-13 9649 0.40 4- 5 -14727 0.24 13-12 12691 0.61 5- 6 -14724 0.22 12-11 8849 0.46 6- 7 -9430 0.24 11-10 7484 0.56 7- 8 -8166 0.23 10- 9 7294 0.56 3-PLYS REQUIRED TI: C1 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 To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2905 86 -976 BOT PIN 39- 8- 0 2688 0 -1010 BOT H-ROLL 8X10 6X8 I0300 ovan Face = 0-'! 3 001 -10-8 -0{ 0-8 2905# 8.00" -- " 1-0-0 40-0-0 - Cd41�@1 A S (24) 2X4 930N 1934N EXCEPT' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afatrir Analysis 5X6 0 T 5-5-6 0-6-6 1 I`- 0M - '#ace = 0-2-8 080 19 2689N 8.0011 1 1 (R0.10-10) scale = 0.1595 YYFIKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : ARLIK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C1 CONTRACTOR. Dsgnr: TLY Cldc: 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 which is a pan of the building design and which must be Considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lateral support of truss members only to reduce bucklinglea made to anchor lateral bracing at ends and •Mons must be g specified determined by the bundmg BC Live 0.0 psf O.C. Spacing: 24.0" P Additional bra re ulmdons designer. clog of the west] structure may be required. (See HIB-91 of TPI). BC Dead 10.0 f Design Criteria: TPI 9 rrnus Plate Institute. TPI. is located at 583 Donofrio Drive, Madison, Wisconsin 53719). Code Desc: TOTAL 33.0 psr V:09.05.02- 21581- 7 LOB PA77l: C:ITEE-LOAINOAfEDlR HCS: 03.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Informilon Provided by the cbent. The designer disclaim 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 Infomiallon as it may relate to a spe- cific protect and accepts no responsibility or uerebn no control with regard to fabrlm- Hon. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part of the building design by a BuOding Designer fregistemd ambiltct or profeulon d enghteed. When reviewed for approal by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. prolem sPcnficotlnns or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assume wtnPresslon 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 rlgld -Wng. 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 eonforouince with the fabricator's plans and to mallze a continuing responsibility for such verl- Bcolion. Any discrepantles are to be put in writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or dtstortcd gain. Members shall be nut for tight Riling wood to wood bearing. Can. 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 a - wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the centrold of the webs unless otherwise shown. Connector pile sizes are ralrnhmum sizes based on the forces shown and my need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated limber unless otherwise shown. For additional Infonnallon on guahly Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bractg and erection recommendations are to be followed In accordance with •Handling Installing @ Bncing'. HIB-91. Tosses 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- ttion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal Precautionary action for trussm requires such temporary bracing during Installation between trusses to avoid toppling and damtnoing. The supervision of amnion of control trusses shall be under the of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Coneentmtion 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 emclon 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 .00 T 6-4-8 0-6-6 Face = 0-2-8 3.00 1 0-8 1366# 8.001, 1_-0-0 (RO-10-10) I EXCEPT AS SHOWN PLATES ARE TL20 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOYI-37766 Design: Afafrir Analysis WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125niph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 6X8 RXI() �. o 40-0-0 GA TESTED PER ANSI/TPI 1-1995 rrHlcMINU: 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 hteral support of tnrss members only to reduce buckling length. Provisions must he made to onchor latent bmctg at ends and specified locations determined by the btWding designer. Addltloml bracing of the wem0 structure may be required. (See HIS-91 of TPI). (truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITFE-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- 9-11 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 e 0- 4- 0 1365 88 -975 BOT PIN 39- e- 0 1366 0 -1009 BOT H-ROLL 'T 6-2-6 0-6-6 61XII 1 3.00 Face = 0-2-8 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psf TOTAL 33.0 Dsf 080 1 8 1366# 8.00" 100 (RO-10-10) scale = 0.1595 Truss ID: D 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 AS: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION Thb design Is for an individual building component and has been based on Wonnation provided by the client. The designer dbctabm any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape. cm. project and accepts no responsibility or uercbn no control with regard to fabrtn- tlon, handling, shipment and Installation of tosses. This truss has been designed as an tndlvldual building component In accordance with ANSIMI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engi nerd• When reviewed for approval by the building designer, the dmlgn loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. lord climatic records for wind or an= Inds. project speclikatbre or special applied loads. Unless shown, truss has not been designed for storage or occupancy bade. 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 telling, they should be braced at a m2xlzn= spacing of 10'-V o.c. Connector Plaits shall be manufactured from 20 gauge hot dipped galvantmd steel meeting AS-IM A 653. Cradle 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 fabrlcato{s plans and to mr,lbe a conttnwng responsibility (or such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be inslal)ed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully imbedded and shag be sym. about the Joint unless Otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6K8 plate is 6* wide x 8- long. slots (holml 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 sires are minimum slew (used on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling Installing R Bracing'. HIB-91, Tosses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb poa- Itlon and for restating lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid loppling and dorninoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advtce shall be sought if needed. Concentration of construction Inds greater than the design Inds shall not be applied to onuses at any time. No Inds other titan the weight of the erectors shall be applied to trusses umW after ail fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS- 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT C NNECTION 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: Ter 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB - 1.15 T 6-4-8 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 6X8 8X10 6tR Face = 0-*8---3 _ 0-8 -o{ 0-8 TI: DI BTY:1 = _ ===Joint Locations=====_=_======= 1) 0- 0 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- -7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 -- MAX. REACTIONS PER BEARING LOCATION----- X-LoC Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL 0 JA4 5X6 6-2-6 0-6-6 Tr� I I`tL:IN� -'Race = 0-2-8 080 10-11-It 16-8-10 10-11-11 1 13 1366# 8.0011 1 11 lU 9 g 1-0-0 1366# 8.0011 a0-0-0 1-0-0 Cd��t A s (24) 2X4 (Res--lo-lot EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1595 ■ (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I005 VANNESSA DROVIEDO.PL32766 Deign: Afarrfx Analysh WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bm" at ends and specified locations determined by the building designer. Additional bracing of the memo structure may be required. ISee HID-91 of TPI). frTuss Plate ImUtute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsglr: TLY Chk: : ARLK Truss ID: D1 Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr 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- 21583- 8 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 W'omtatlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wornntion as a may relate to a spe. cgle project and accepts no responsibility or exercises no control with regard to fabrim. 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 pan of the building design by a Building Designer tmgblered architect or professional engnmr). 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 cUrnatio records for wind or snow loads. project speeNmtlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise speeilled. where bottom chards in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of I(y-T o.e. Connector Plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior re to fabrication. the fabricator shallview thin drawing to verify that this drawing Is in confortrance with the fabricators plans and to mallze a continuing responsibility for such verl- fimtlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates stall not be installed over knotholes. knots or distorted gain. Members shag be cut for light fitting wood to word bearing. Con- nector plates shall be located on both faces of the truss with =its 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. Slob (holes) nun 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 sire based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rec"mmendations are to be followed In accordance with -Handling dnstaWng 8: Bracing, HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and instigation to avoid damage. Temporary and pemnanent bracing for hokfing trusses In a straight and plumb pos- ltlon and for resisting lateral forces shag be designed and Installed by others. Careful hand - Ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses stag be under the control of persons experienced In the Instalation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to tosses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. GIs: AKLIN(ziIUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP 02 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 7-0-8 0-6-6 1 Face = 0-2-8 0-8-0 1366# 8.0011 1-0-0 (110-10-10) I EXCEPT AS SHOWN PLATES Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FT.32766 Design: Afairit Atudysis 3.00 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, C4C, 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 -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 AYR 11 40-0-0 ARE TL20 GA TESTED PER ANSIMI 1-1995 WAMING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which s a part of the building dmlgn 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 spmtncd locations determined by the building designer. AddWonal bmcing of the merag structure may be requhed. (See IIIB-91 of TPB. (truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKWOMEDIR =_ =-Joint Location=_===1)= 0 066s====____ __ 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lore 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL Q 5X8 6-10-6 0-6-6 13.00 Face = 0-2-8 080 Eng. Job: Dig: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf 1 8 1366# 8.01�00"- I (RO-10-10) scale = 0.1595 Truss ID: E Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 08.20.02 JB: ARLINGTON K 3&4 AC: DESIGN INFORMATION This design Is for an IndMdual building component and has been based on information provided by the e11enL The designer disclaim, any responsibility for damages as a mutt of faulty or incorrect information, specinmUor s and/or designs furnished to the truss designer by the client and the correctness or accumry of this Information as It may relate to a spe- elfle prgcd and accepts no responsmiltty, or excmises no control with regard to fabrto- uon. handiing. ahlpment and installation of trusses. This truss has been designed as an IndMdual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Dalgner (registered architect or professional engineer). When reviewed for approval by the building destpter, the design loadings shown must be checked to be sure that the data shwa are In agreement with the local building codes, toed clontle records for wind or snow loads. Protect spec0iea1l0ns 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 I(Y4r o.c. Connector Para shall be manufactured from 20 gauge hot dipped galvanbed steel meeting AS IVI A 653. Gmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing s in conformance with the fabricator`- plans and to reallre a continuing responsibility for such veri. fleation. Any discrepancies are to be put In writing before cutting or fabrcaeon. Plates shall not be Installed over knotholes, knots or distorted gmin. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the anus with oabs fully Imbedded and shalt be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6' wlde x 8' long. Slots (holes) nm parallel to the plate length specified. Double cuts on web members shall meet at the ccntmid of the webs unless otherwise shown. Connector plate sues are mbVntum aixn based on the forces shown and may need to be increased for certain hand- ling and/or erection -Irises. 7hs tress Isnot to be tabrimted with Bee retardant treated lumber unless shown. othetwtse For additional tnformation on Quailty 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. Tosses are to be handled with particular care during bonding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Iuon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling s essential and erection bmeing is ahvays required. Normal precauttonary action for tresses requim such temporary bmcdng during Installation between trusses to avoid toppling and dominoing. The supervision of erection of masses shall be under the control of persons experienced in the Installation of tresses. Professional advice shall be sought If needed. Concentntuon of construction loads greater than the design Inds shag not be applied to trusses at any ume No loads other than the weight of the crectom shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 Q 7-0-8 0-6-6 WU: ARLK WE: [l: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, &Kp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI 1- 2 -4002 0.46 2- 3 -3689 0.42 3- 4 -3880 0.37 4- 5 -3880 0.37 5- 6 -3689 0.43 6- 7 -4002 0.47 ..BC ... FORCE ... CSI 14-13 3591 0.79 13-12 3629 0.69 12-11 3343 0.53 11-10 3342 0.53 10- 9 3629 0.69 9- 8 3590 0.79 6X8 3X4 rVc Face = 049 13360 i8 ----ai 0-8 . 1366# 8.00" 1-0-0 Cd bi;k4 Pi,A 1'ES (12) 2X4 EXCEPT AS SHOWN PLATES. ARE TL20 GA TESTED PER ANSI/TPI Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FT_32768 Design: Matrix Analysis 40-0-0 1-1995 Vy KNIIVti: 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 bractn& portal bracing or sbnflar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling lengthProvisions 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). rrnmss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL TI: El BTY:1 ==_= ====Joint Locations=========_===== 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 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 Q I 3.00 Eng. Job: Dwg: Dsgflr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psf 33.0 ncf 6-10-6 0-6-6 5X8 Face = 0-2-8 080 8 1366# 8.0011 (RO-10-10) scale = 0.1595 Truss ID: El Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOKIHOAfEDJR HCS: 03.20.02 DESIGN INFORMATION This design is for an indh4dual building component and has been based an Information provided by the chcnL The designer dlscliibas any responslbWty for damages as a result of faulty or Incorrect lnfornation. specifications and/or designs furnished to the truss dalgn er by the client and the correctness or accuracy of this Information as It may relate to a spe- cdic project and accepts no responsibility or exercises no control with regard to fnbricu- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/M 1-1995 and NDS-97 to be incorporated as part of the 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, thus has not been designed for storage or Occupancy loads. The design assumes compmsslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise spcedlcd. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTht A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmw7ng is N mN'onnance with the fabricator's plans and to realize a cor"nuing respouslhglly for such vcri. Ikatlon. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall no be Installed over knotholes. knots or distorted grain. Members shall ba cut for tight fitting wood to wood bearing. Con. nector plates shall be locoed on both faen of the truss with vans fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- king. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate kngth specified. Double cuts on web members shall meet at the eentrold 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 tons is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guallty Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling installing & Bracing', HI13-91. Trusses are to be handled with particular can during banding and bundlln& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas- Ition and for resisting lateral focus 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 dominomg. The supervision of erect.. of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads grater Wan the design loads shag not be applied to muses at any time, No bads other than We weight of We erectors shall be applied to lrussa until after all fastening and bracing is completed. .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 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 0 7-8-8 0-6-6 race = 0-2-8 3.00 I 0-8 1366# 8.001r 11-0-0 (RO-10-10) I 1a EXCEPT AS SHOWN PLATES ARE TL20 GA (Maronda Systems 4005 MARONDA WAY SAWORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.FL32766 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 58.0 ft W= 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 6X8 3X4 6YR 40-0-0 TESTED PER ANSIPTPI 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which most be considered by We building designer. Bractng shwas is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of We overall structure may be required. (See 1,1I13-91 of TPI). fi'nuss Plate InsUtute, TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TI: F QTY: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- 5-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 HOT PIN 39- 8- 0 1365 0 -1007 HOT H-ROLL Q 3.00 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 5X8 Face = 0-2-8 1 8 1366# 8.00" 1 1 (RO-10-10) scale = 0.1595 Truss ID: F Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: Design: Afmrix Aiwlysis JOB PATH: C:ITEE-L0KIH0,tfE01R 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 disclalms any r ponslbElty for damages as a result of faulty or Incorrect Information, specincations and/or designs furnished to the truss designer by the client and the cormcuaess or accuracy of this information as It may relate to a spe- cific project and accepts no responslhWty or excmNes no control with regard to fabrica- lion, handling. shipment and Wtallatim of trusses. This truss has been designed as an Individual building component In accordance with ANSI/'IPI )-1995 and NDS-97 to be Incorporated as Part of the building design by a Building Designer Iregtstered architect or professional engtneer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown 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 leads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tembn are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-0' o.e Connector Plat" shag be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior 10 fabrication. the fabricator shall MVIM this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing respomtbWty 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 gram. Members shall be cut for light filling wood to wood bearing. Con- nector plat" shall be located on both fain of the truss with nais fully imbedded and shall be sym. about the joint unless Otherwise shown. A 5x4 plate is 5' wide x 4' long. A 8:8 plate is 8' wide x 8' long. Slots (holes) run parallel to the Plate length specified. Double cuts on wa:b members shall meet at the centrold of the wdas unless otherwise shown. Connector plate sties are minim= slur based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For addltbnal information on quality Control refer to ANSI/7Pt 1.1995 PRECAUTIONARY NOTES All bracing and erection meornmendatlons are to be followed in accordance with 'Handling Installing R Bmeing, HIB.91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- nlon and for restsung lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is ahvays required. Normal Precautionary action for trusses requires such lemPotary bracing during Insta8a0on bdween trusses to avoid toppling and dominoing. The supenialun of erection of trusses shall be under the control of persons opertence l In the installation of trusses. Professional advice shall be sought U needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the oTight of the erectors shall be applied to trusses until after all fastening and bracing is completed. .Its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB = 1.15 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 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 6X8 3X4 AYR Face = 0-o a 133100 as 1366# 8.001n U 11 1-01 -0 Ca{)tEW/ 6 ES (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32760 Design: Matrix Ana4uit 1111111KNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng is not erection bracing. wind bmving. portal bracing or similar bracing which is a part of it 11 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. Provision 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). (Russ Plate Institute. TPI, is located at 583 D'Onafrio Drove. Madison. Wisconsin 53719). JOB PATH: CATEE-LORII/OMWIR TI: F 1 9TY: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- 73-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION--.-- X-LOC Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BOT H-ROLL -6 5X8 I 3.00 Face = 0-2-8 13-7-11 9 g 1366# 8.00" 100 (Bolo-lo) scale = 0.1595 Eng..Job: Rll Dwg: Truss ID: Fl Dsgitr: 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 o.0 BC Dead 10.0 TOTAL 33.0 psf psf psf O.C. Spacing: 24.0" Design Criteria: TPI Code Desc:V-09.05.02- 21588- 8 HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the Chem. The designer disclaims any responsibility for damages as a result of faulty or Incorrect W'ormation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cinc project and accepts no responsibility or ecencbes no control with regard to fabrica tion, handling, shipment and InstnWUon of trusses. This truss has been designed as an Individual building component in accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building 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. beat chm uc records for wind or snow loads. PmJ� speeine'tio is or special applied Inds. Unless shown, truss has not been designed for storage or occucy pan1-ds. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing urdess otherwise sPceifled. Where bottom chords In tension are not fully braced laterally by a Property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e. Connector Platw shall be manufactured from 20 gauge hot dipped galvrnized steel meeting ASI11 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrimtlon, the fabricator shall review this dmwing to verify that this dmwtng is In conformance with the fabrlcotoes plans and to realize a continuing responsibility for such vcri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be Installed over knotholes. knots or dstorted grain. Members shall be cut for tight filling 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 -s on web mernbers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mmlmum sera based on the form shown and may need to be Increased for cenaln 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 Ali bracing and erection recommendations are to be followed in accordance with -(dandling Installing ® Bmcalg. H1B-91. Trusses ate to be handled with poriieular care during landing and bundling, delivery and installation to avoid damage. Temporary and permanent bmeing for holding trusses In a straight and plumb pm- nlon and for resisting lateral force shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal preeluthmary action for trusses requires such temporary bracing during htstallatbn between trusses to avoid toppling and domaioing. The supervision of erection of trusses shall be under the control of o persns experienced In the installation of truss.. Profess tonal advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any Urne. No bads other than the weight of the erecters shall be applied to trussel unto 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 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: Tay 0.21" RMB = 1.15 Q 8-4-8 0-6-6 Tr� . I Face = 0-2-8 3.00 I 0-8 1366# 8.00" 1-0-0 (RO-10-10) I I EXCEPT AS SHOWN PLATES ARE TL20 GA 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, CEC, 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 40-0-0 TESTED PER ANSUTPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Dmctng show" on this drawing s 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 inr lateral support of truss members only to buckling TOMAS PONCE P.E. reduce length. Pmvlsloas must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlUonal bracing of the overall structure may be LICENSE #0050068 1005 VANNF_SSA na_n"r n -- required. (See 1-11" 1 of TPI). rrmas Plate Institute. TPI, is located at 583 D'Onofrio Drive, hiadson. Wisconsin 53719). Design: Design: Maids Analysis TI: G 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 Q 3.00 Eng. Job: Dwg: Dsgllr: TLY C11k: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 8-2-6 0-&6 -L 5X6 Face = 0-2-8 1 7 1366# 8.001, ( 0-U (RO-10-10) scale = 0.1595 Truss ID: G Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: JOB PATH: CATEE-LOKIIIOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design Ls for an IndMdual bWlding component and has been based on InfortnntIon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished in the truss designer by the chant and the corteetness or accuracy of this Information as it may relate to a spo- c81c project and accepts no responsibility or exercises no control with regard to fal lea. lion, handf i& 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 b©I building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a property applied rW ceiling. they should be braced at a maximum spacing of Icr-0' o.c. Connector Plates shall be manufnctured from 20 gauge hot dipped gahanlred steel meeUng ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwtng is In conformance with the fabrkator's plans and to realize a continuing responslbllty for such veri- fLation. Any discrepancies are to be put In writing before cutting or fabrimUon. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shag be located on both fain 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 b 6' wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimnm sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal trffomatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with 'Handling InstaUkng & 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- Wan and for resisting lateral forces shall be designed and tnutalled by others. Careful hand- ling is essenllal and erection bracing is always requred. Normal precautionary action for trusses rcqutr- such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the Wtallatlon of tnasca. Professional advice ahmU be sought if needed. Concentration of construction bads greater than the design Inds stall not be applied to trusses at any Unne. No loads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing Is completed. Jo. f1KLIlV1,71UIV N JQc4 At;: IU# 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 6 0000 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft We: 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 84-8 0-6-6 Face = 04% -- 13_1"Sto o{ 0-8 1366# 8.001n COMA1-0-0 S (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR OVIEDO.F1.32766 Design: Morris Andfysis 40-0-0 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Muss Plate Institute. TPI, Is located at 58.3 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKIHOMEOIR TI: G 1 BTY: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 HOT PIN 39- 8- 0 1365 0 -1006 HOT H-ROLL I 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 8-2-6 0-6-6 5X8 Face = 0-2-8 1 7 1366# 8.01j0"" 100 (R0.10-10) scale = 0.1595 Truss ID: GI Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 08.20.02 DESIGN INFORMATION ThIs design Is for an Individual building component and has been based on Information provided by the chent- The designer disclaims any msponslbWty for damages as a rauft of faulty or Incorrect Information, specifications and/or designs furnished to the thus 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. ton, 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 bads. ProJect specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Imds. 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 late" by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'T 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 confarrma ea with the fabricator's plats and to realize a continuing respomfh8lly for such verl- fication. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall net be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bwrtng. Can - nectar plates shall be looted 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 a' long. A 6x8 plate is C wide x Jr long. Slots (holes) run parallel to the Plate length specified. Double cuts an web members shag meet at the centrold of the wehs unless otherwise shown. Connector plate sires are minimum sizes based on the form shown may y need to be Increased for certain hand- ling and1w erection alresses. Ths thus isnot to be fabricated with fire retardant treated lumber unless with 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 handing and bundling delivery and installation to avoid dotage. Temporary and Permanent bracing far holding trusses in a straight and plumb pos. Won and for resisting lateral forces shall be designed and Installed by other. Careful hand. ling is essential and erection bracing la attvap required. Normal precautionary action for trusses requires such temporary bracing during Installation between Lasses to avoid toppling and dominoing. The supervision of erection of muses shall be under the control of persons experienced in the Installation of truss"'. Pramlonal advice shall be sought If needed. Concentration of construction Inds greater than the design loads shag not be applied to ru tsses al any tinge. No hinds 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: 100 UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB - 1.15 9-0-8 0-6-6 Face = 0-2-8 3.00 I 0-8- I � WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -4060 0.48 12-11 3655 0.79 2- 3 -3246 0.44 11-10 3672 0.66 3- 4 -2899 0.30 10- 9 2899 0.45 4- 5 -3246 0.44 9- 8 3671 0.66 5- 6 -4059 0.50 8- 7 3654 0.79 6X8 6X8 H =_ - -= =Joint Locations=======_======= 1) 0-0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ----MAX. REACTIONS PER 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# Q SX8 8-10-6 0-6-6 rT� I 3.00 Face = 0-2-8 080 16-3-11 6-0-10 16-3-11 1 I1 ) 1366# 8.0011 8 7 1-0-0 1366N 8.0011 40-0-0 1-0-0 (RO-10-10) (-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROMDO.R.32766 Design: Alarrir Analyfu VVkk rilnc,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown is for literal support of truss members only to reduce buckling length. Ptutsiors must be made to anchor lateral bracing at ends and specified locations determined by the bulldog designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI. Is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). JOB PATH: CAT£E-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: W : AR Truss ID: H Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL, 33.0 psf V:09.05.02- 21591- 8 11CS: 08.20.02 DESIGN INFORMATION This design is for an Individual bulldog component and has been Wsed on information provided by the client- The designer disclaim, any respansibitity 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. clfk project and accepts no msponslbdity or exercises no control with regard to fabrtca- tion. handling, shipment and installation of trussM. This truss has been designed as an IndMdual building component In accordance wit] ANSI/TYI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered arehftect or professional engineer), %Vhen 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, localclimatic records for wind or snow loads, Project aPecMmUons or special applied loads. Unless shown. taus has not been designed for storage or occupancy loads. The deslgu assumes compresston chords (top or boUorr) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tem don are not fully braced laterally by a property applied rlgd felling, they should be braced at a maximum spacing of 10'-0' o.e Connector Plato shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to vcrtfy that this drawing is in conformance with the labncators plans and to realize a continuing responslhility 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 (Itung 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 olherwtse shown. A 5x4 plate is 5' wide x 4- long. A Cull plate is 6- wide x 8' song. Slots (holes) run pamnel to the plate length specified. Double cuts on web members shag meet at the centmid of the webs unless otherwise shown. Connector plate sbes are minimum situ based on the form shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quafity Control refer to ANSI/TM 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendatlons are to be followed in accordance with 'Handling installing d Bracing". H1B-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and Permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by other. Careful hand. nng is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during ItutaWon between tnzses to avoid toppling and dominoing. The supervision of accUon of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought it needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the wefght of the erectors shall be applied to lrussn until after all fastening and bracing is completed. ifs: ARLINUIUN K3&4AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L--0.28- D--0.29- T=-0.58- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42n MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21- RMB - 1.15 Face = 0-2-8 0-8 f 6 00 3.00 I 1366# 8.001, 1-0-0 _ _� (R0.10-10) �) 1e EXCEPT AS SHOWN PLATES ARE TL20 GA (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Matrix Analysis WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3-x 0.120- nails spaced 8- o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0-. WndLod Per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4063 0.48 12-11 3659 0.78 2- 3 -3143 0.45 11-10 3673 0.66 3- 4 -2826 0.30 10- 9 2825 0.41 4- 5 -3143 0.45 9- 8 3672 0.66 5- 6 -4062 0.50 8- 7 3658 0.78 5-2-0 I, 6X8 6X8 40-0-0 TESTED PER ANSI/TPI 1-1995 YVAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this dmwbng 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. Pmvisbns 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 7P1). rrmss Plate ImUtute, M. is located at 583 D'Onafrto Drive, Madison, Wbcotuln 53719). ___= __Locations-- __==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-Lox Vert Horiz Uplift Y-Lox I 0- 4- 0 1366 65 -954 BOT PING' 39- 8- 0 1366 0 -988 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 954# Support 2 988# 6.00 i 3.00 Eng. Job: Dwg: Dsgnr. TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf AC Dead 10.0 psf TOTAL 33.0 nsf SX8 9-2-14 0-6-6 Tr� 1 Face = 0-2-8 080 1 7 1366# 8.001n (RO-10.10) Scale = 0.1595 Truss ID: I Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: JOB PATH: C:ITE£-LOKWOM£DIR HCS: 03.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on infornation 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 spc- eNc project and accepts no responsibility or exemtses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional englneer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clbnatic records for wind or snow loads. project specificauons or special applied loads. Unless shown. truss has not been designed for storage a occupancy loads. The design assumes compression chords (top or bottaml sm continu. ously braced by sheathing unless otherwise apecgled. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0* o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x Ir long. Skits (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs amiss otherwise shown. Connector plate sues are mlntmum slain 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/1PI 1.1995 PRECAUTIONARY NOTES A8 bracing and ercCU-n reconon-ndatbm are to be folioed In accordance with -Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- aton and for ranting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always requited- Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommomg. The supervision of erection of trusses shall be under the control of persons eaperfenced In the Installation of crosses. Professional advice shall be sought a needed. Concentration of construction loads greater than the design loads shag no be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to busses until after all fastening and bracing is compictcd. ,Ib: AKUNGIUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 702# Support 2 603# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03" RMB a 1.00 4-5-15 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Ebcp.Cat. B. Xzt- 1.0 Bld Type= Encl L. 58.0 ft W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -792 0.33 7- 6 649 0.26 2- 3 -1539 0.42 6- 5 639 0.41 5- 4 1319 0.50 4X6 LA4 620# 8.0011 L 1-1-9 _I i (R1-1-7) 144-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIWOXI-32766 Design: Match Analysis __==____ ===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 -603 BOT H-ROLL 0 2X4 6X8 II 1308# 3.62" 930# scale = 0.4333 WHKNINV: READ ALL NOTES ON THIS SHEET. Eng. Job: : AR A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing Is no etectlon bracing, wind bmcing. portal bracing or similar bracing which is a Pon of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 shown Isfor lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speeified locations determined by the building designer. Additional bracing of the BC Live 0.0 psf BC Dead O.C. Spacing: 24.0rr Design Criteria: TPI g Overall erall structure may be requlmd. (See HIB-91 of TPn. 10.0 psf rrmss Plate Institute. TPl. Is located at 5&9 D•Onofno Drive. Madison. Wisconsin 53719). Code Dese: TOTAL 33.0 psf V:09.05.02- 21594- 9 JOB PA771: C.ITEE-LOKIHOAlEDIR HCS. 08,20.02 JB: ARLINGTON K 3&4 AC: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims ony responsibility for damages as a result of faulty or incorrect information. specification and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cllk project and accepts no responsibility or exercises no control with regard to fabro- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/7P1 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. bed climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been deigned for storage or occupancy loads. The design assumes canpmssslon 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 rWd ceiling, they should be braced at a maximum spacing of I V-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped g,lvanlred steel meeUng 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 ver- fleuton. Any discrepancies One to be put in writing before cutting or fabrication. Plates shall not be bnlalled over knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the tens with nalls fully imbedded and shall be sym. about thejolnt 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 alms based on the forces shown Oral may need to be increased for cer Ora hand- Iing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guallty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing a Bmcing', 1116.91. Trusses are to be handled with particular care during ba idin and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- mon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection brocinng is always required. Normal precautionary action for trusses requtres such temporary bracing during Inslaltation between trusses to avoid toppling and dominoing. The supervision of erection of trusses stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought (I needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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 0-6-6 487# 8.00" WO: ARLK WE: TI: K 9TY:2 MULTIPLE LOADS -- This design is the = = -_-= ===Joint Locations=====__==______ composite result of multiple loads. 1) On=O- 0 4) 10-10-15 7) 7- 4- 0 All COMPRESSION Chords are assumed to be 2) 3- 9- 1 5) 13- 0- 0 8) 0- 6- 0 continuously braced unless noted otherwise. 3) 7- 4- 0 6) 13- 0- 0 WndLod per ASCE 7-98, CSC, V- 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- - H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Bld Type= Encl L. 58.0 ft W= 13.0 ft Truss 0- 4- 0 487 42 -458 BOT PIN in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 12-10-12 422 0 -413 BOT H-ROLL Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -571 0.18 2- 3 -431 0.16 3- 4 448 0.17 4- 5 27 0.11 ..BC ... FORCE ... CSI 8- 7 477 0.21 7- 6 -327 0.18 I 6.00 -6 L 1-1-9 I 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDO.F132766 Design: Alairir Armlpsis 4X6 JAO 3X4 WAKNINILE: 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 par of the building design and which must be considered by the bu8ding designer. Bracing shown is for Lateral support of truss members only to reduce buckling lengh. Provisions must be trade to anchor lateral bracing at ends and specNed locations deternined by the building designer. Additional bracing of the overall structure may he required. (See 11I13-91 of TPI). rrruss Plate Im011ute. TPI, is located at 583 D'Onofre Drive. Madison, Wts:onsln 53719). JOB PATH: C.ITEE-LOKIHOMEOIR 4-2-6 T 1-4-6 423# 2.50" scale = 0.4674 Eng. Job: ; ARLK Dwg: Truss ID: K 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: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21596- 9 HCS: 03.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client- The designer disclaims any re3ponslbd1ty for damages as a result of faulty or Incorrect reformation, specifications aid/or designs fumbhed to the truss designer by the client and the carrectneu or accuracy of this information as it may relate to a spe- edle project and accepts no responsibility or exercises no control with regard to fabaca. tion. handling, shipment and hutadation of busses. This in= has been designed as an ndlvidual building component n accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown 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 stomp or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specd4d. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceWnnt they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufnetured from 20 guge hot dipped gahanr,„t steel meeting ASTl1 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 fabrientoea plans and to realize a canunutng rspomlbafty for such veri- fleallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted gran. Members shag be cut for tight fitting wood to wood hearing. Con. nector plates shag be located on both faces of the tnus wdh nails fully t nbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 40 long. A 6x8 plate b 6- alde 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 alms are minm imusires based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Are retardant treated lumber unlss otherwise shown. For additional information on guabty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and crectiun recommendations arc to be followed in accordance with'Handling In LT" & Bracing". HIB-91. Truss are to be handled with {articular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding truss In a straight and plumb pos. Won and for resisting lateral form shall be designed and installed by others. Careful hand. Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between tnissm to avoid toppling and domnong. The supervision of erection of ttusas shall be under the control of persons experienced in the tnstallallon of trusses. Professional advice shall be sought If needed. Conccntmuon of construction toads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to truss until after all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 406# Support 2 346# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D--0.01" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-5-15 0-6-6 4 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the coltiposite 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, F,xp.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 0.26 487# 8.00" L1-1-9 -1- (R1-1-7) 1 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 TI: L ___== ____= —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 4X6 1VA J20 2X4 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracin& wind bracing, portal bracing or similar bracing which Is a pan of the bulldog design and which must be considered by the budding dsigner. Bracing shown is for lateral support of truss members only to reduce buckling length. F'rwblons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the Overall structure may be required. (See HI13-91 of TPII. rrmss Plate Institute. M. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: Dios: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 4-2-6 423N 2.50" scale = 0.4674 Truss ID: L Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: Design: Matrix Analysis JOB PATH: C.ITEE-LOK1110MEDIR TOTAL 33.0 HCS: 08.10.01 DESIGN INFORMATION This design is for an Indlvldnal building component and has been Msed an mfonnaism provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Lncorrect information. speefleatbns 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- edic pmjccl and accepts no responslbNfy or eeemses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an mdMdual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by. 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. ProJem specifications or special applied loads. Unless shown, truss tas not been designed for storage car occupancy bads. The design assumes compression chords (lop or bottom) am mntinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rlgid ceiling, they should be braced at a maximum spacing of 10`0' o.c. Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dravdng to verify that this drawing is in conformance with the fabrlcatoYs pans and to reanze a continuing mponslbany for such verl- ficatlon. Any disumpancles are to be put in writing before cutting or fabrication, Plates shall no be installed over knotholes, knots or distorted groin. Members shall be cut for tight fitting wood to wand beating. Con- nector plates shall be located on both faces of the tress with nalb fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate b 5' wide x 4' long. A 6x8 plate is 6- wide x B' long. Skis (holes) nrrr parallel to the Plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sues are minfm= sizes based on the forces shown and may need to be increased for certain hand- b"g and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addition.] Information on Auality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bmcing and erection recommendations one to be followed in accordance with 9landling Installing A Bmetnr, HIS-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to awld damage. Temporary and Permanent bracing for holding trusses In a straight and plumb pos. ition and for resisting lateral forum shall be designed and installed by others. Careful hand. Ling is essential and erection bmcing is always required. Normal Precautionary action fur trusses requires such temporary bracing during butallatdon between trusses to avoid toppling and dontnoing. The supervision of erection of tntssm shall be under the control of persons experienced In the installation of trnases. Proles floral advice stall be sought If needed. Concentration of construction bads grcaler than the design loads shall no be applied to trusses at any time, No bads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. JD; ARLINIzilUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 13, Oa span framed to BC one face Or Oa span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 377# Support 2 412# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D--0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.00 3-0-0 2-6-6 917# 3.50" WO: ARLK WE: I): Plate(s) OFFSET from joint center. The Joint Detail Report Must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wndbod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Ecp.Cat. B, Rzt= 1.0 Bld Type- Encl L. 40.0 ft W= 8.8 ft Truss in INI zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ..BC ... FORCE ... CSI 1- 2 -742 0.03 8- 7 -9 0.37 2- 3 -716 0.05 7- 6 40 0.72 3- 4 0 0.02 6- 5 0 0.64 TI: L1 ==_ ===== =====Joint Locations==========_==== 1) 0-0- 0 4) 8- 9- 0 7) 1- 4-14 2) 1- 4-14 5) 8- 9- 0 8) 0- 0- 0 3) 7- 2-11 6) 7- 2-11 ------------ TOTAL DESIGN LOADS Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 8- 9- 0 BC Vert L+D -186 0- 0- 0 -186 8- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 917 9 -377 BOT PIN 8- 7- 4 917 0 -412 BOT H-ROLL 6X12 (" 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DIc.OViEDOXI-3276F, Design: Afdfrir Analysis 1111HKN1r4 t: 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 no erection bracing, wind bmcing, portal bracing or similar bracing which Is a par of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of buss 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. (Sec HIB-91 of TPi). rru Plate Institute. TPI, is located at 593 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PA-IH: C.ITEE-LOKIHOMWIR 3-0-0 3X6 1-4-8 o5 917# 3.50" scale = 0.7000 Eng. Job: : AR Dwg: Truss ID: L1 Dsgnr: TLY Cltk: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - PIt: 1.25 11C Live om psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21599- 9 TICS: 08.20.02 DESIGN INFORMATION This design is for art IndMdual building component and has been based on Information provided by the cnenL The designer disclattns any respomlbdity 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 infonnnUon 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 profcssioml enginecrl• 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 Beal building codes. local climatic records for wind or snow loads. Project spectBeLLiam or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loods. The design assumes compression chords (lop or bottom) are continu. onsly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Lalemlly by a properly applied rigid ceding, they should be braced at a maximum spacing of l0'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped phanlzed steel meeting ASTM A 853. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In confmnranm with the fabrkator's pLans and to malice a continuing responsibility for such verl- flcation. Any discrepancies are to be put In writing before cutting or fabrication. Phrtes stall not be mstaned aver knothol, knots or distorted grain. Members stall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with mils fully Imbedded and shag be sym. about thejoint untess otherwise shown. A 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 centroid of the webs unless otherwise shown. Connector plate sues are minimm usizes based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss Is not to be fabricated with lb, retardant treated lumber unless otherwise shown. For additional Infomation on Quality Control refer to ANSI/7" 1-1995 PRECAUTIONARY NOTES AB bracing and erection recotmnendallons are to be followed In accordance with 'Handling Installing & Braebtg', ItIB-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 pas- sion and for resisting lateral forces shall be designed and installed by other. Careful hand. Ling is essential and erection bracing Is ahmys required. Normal precautionary action for muse requires such temporary bracing during Installation between trusses to avoid toppling and dmninomg. The supervision of erection of trusses shall be under the control of persons experteneed In the installation of trusses, Professlonal advice shall be sought If needed. Concentration of construction loads greater flan the design loads shall not be applied to trusses at any tame. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is compirtcd. JIS: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per 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: Ter 0.04" WO: ARLK WE: MULTIPLE LOADS -- This design is the camposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 0" span framed to TC one face 81 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft w= 8.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 272 0.60 6- 5 0 0.90 2- 3 0 0.27 5- 4 0 0.90 RMB - 1.00 2-PLYS REQUIRED 3-0-0 5X6 1907# 8.0011 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSWITI 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 DROVIEDO.FT.32766 1►11AKIVIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or 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 to made to anchor Lateral bracing at ends and specified locatiom determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. dross Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TI: L2 QTY:2 __ ___ ===Joint L=== ocations============ 1) =0- 0 0 3) 8-'9- 0 5) 6- a-12 2) 6- 8-12 4) 8- 9- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435 8- 9--0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1906 0 -740 BOT PIN 8- 7- 4 1906 0 -740 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 5X6 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 Dsf 3-0-0 1-10-8 FT I 4 1907N 3.50" scale = 0.7000 Truss ID: L2 Date: 4-21-03 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afatrit Analysis JOB P11771: CI EE-LOKIHOAIEDIR HCS: 03.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the Ghent. The designer disclaims any responsibility for damages as a cult 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 protect and accepts no responsibility or e[erctses no control with regard to fabrica- tion, handling, shipment and tmiasalbn or trusses. This truss has been designed as an individual building component In accordance with ANSI/M 1-19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneerf 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 file local building codes. local climatic records for wind or an— loads. pmJect specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (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 muuig, they should be braced at a maximum spacing of IU4r o.e. Connector plates shall be manufactured hum 20 gauge hot dipped galvanized steel meeting AMi A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is in conformance with the fabricator's plans and to r 117z a continuing responsibility for such veri- ❑cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both fain of the truss with nags fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' aide x 4' long. A 6x8 plate is 6' aide x 8- Long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sixes are mmm hnusizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Tits truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional brforinu lon on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ali bm" and erection recommendations are to be followed in accordance with -Handling Installbrg & Bractng•, HIB-91. Trusses are to be handled with particular cue during banding and bundling• delivery and tnstallavon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas - Won and for resisting lateral form shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of tnilses shag be under the control of persons experienced in the lnstaBation of trusses. Professional advice shall be sought If needed. Concentration of construcllon loads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be apphed to trusses until after all fastening and bmcmg 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=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.020 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 4-5-15 0-66-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125raph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..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 QTY:3 _= c:Joint Locations=====__======== 1) 0- 0 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- Q.- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Lac Type 0- 4- 0 521 20 -477 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL - 0 4X6 .320 3X4 3X4 6X8 522# 8.00" ' 1 (R1-1-7) 144-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNfSSA OR.OVIEDO.Pi.32706 Design: Afmrix Anaiyiiir WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bmcmg which b a par of the building design and winch must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pro istans must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltlonal bracing of the weras structure may be required. (See HID-91 of TPq. fl'russ Marc Institute. TPI, in located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf 4-2-6 0-8-6 476# 3.62" scale = 0.4333 Truss ID: M Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: tics: 08.20.02 JD: HKLII41.71UN R;3&4 AC.: IU# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the e➢enL The designer disclaims any responsibility for damages as a result of faulty or Incorrect Inforn ttlon, specifications and/or designs furntshed to the truss designer by the cent and the correctness or accuracy of this informallon as It may relate to a spc- elfle protect and accepts no responsibility or exercises no control with regard to fabrica- um. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/M t-1995 and NDS-97 to be Incorporated as pan of the building design by a Bulkling Designer (rePisterrd architect or professional engneer). 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 bat building codes, local c➢matic records for wind or snow Inds, protect specllleauons or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes cmnpressbn chords (top or bottom) are camunu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigd ceiling. they should be braced at a maximum spacing of IOr-T O.C. connector Plates shad be manufactured from 20 gauge hot dipped g&K--d ed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to malue a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrfcatlon. Pbtes shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both fates of the inns with nand fully imbedded and shall be sym. about thetoint unless otherwise shown. A Sx4 plate Is 5- wide x 4- long. A 6x8 plate b fi wide x 8' long. Slats (holes) rum parallel to the plate length speci➢ed. Double cud. on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate strew are minion uo lit= lased on the forces shown and may need to be increased for certain hared. ➢rig and/or erection stresses. This truss is not to be fabricated with fire retardant treated hm*cr unless otherwise shwa. For addltbnal Information on gustily control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and credo, recommendations are to be followed In accordance with -Handling Installing A Bracing". HID-9 1. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to amid damaga. Temporary and permanent bracing for holding trusses in a straight and plumb par (lion and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always mptbed. Normal PrcmuUonwy action for trusses requim such temporary bracing during Instaffition between musses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons ecpertenced In the Insta➢atbn of trusses. Professional advice shall be sought If needed. Concentration of constructlon bads greater than the design loads shall not be applied to (Hasp al any time. No foods other than the weight of the erectors shall to applied to trusses unto after all fastening and bracing Is eampicted. 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 i 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, 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 I 6.00 3.00 I fD 15 14'13 536# 64.001r 1-1-9 GABLE (fti7fi(20) 2X4 EXCEPT AS SIIO%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 ..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 I 3.00 TI: N QTY:I --- --- - ===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-Lon Vert Horiz Uplift Y-Loc Type 2- 8- 0 535 -26 -566 BOT PIN 12- 0- 0 535 0 -564 BOT H-ROLL 0 536# 64.00" 0-6-6 4-2-6 14-8-0 1-1-9 1-1995 scale = 0.3958 YUHKNINV: 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 no erection bracing, wind bracing, portal bracing or stmibr bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral suppon of inns 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 TP➢. rhuss Piste Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf Truss ID: N Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: Design: Afdrris Analysis JOB PATH: C:ITEE-LOKIIIOMEDIR TOTAL 33.0 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 thus designer by the client and the mm-cmess or accuracy of this Information as it may relate to a spe- ciftc project and accepts no responsibility or exercises no control with regard to fabnca- tion, handling. shipment and mstalbuon 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 sham are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottam) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a pmperly applied rigid ceiling. they should be braced at a maximum spacing of 10'-fr o. 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 fabrfeatoYs plans and to realize a continuing responsibility for such vert- ftcation. Any discrepancies are to be put in writing before cutting or fabrication. Plat" shall not be installed over knotholes, knots or distorted gmin. Members shag be rat for tight fitting wood to wood hearing. Con- nector plat" shag 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' wide x 4' king. A 0x8 plate is 6- wide x 8- long. Slots (hot=) run parallel to the plate length specified. Double cuts on well members shall meet at the centmid of the webs unless otherwise shown. Connector plate sues are nrtninaum sues based on the forces shown and may need to be increased for certain hand- ling and/art erection stresses. This tram is rot to be fabricated with fire retardant treated lumber unless otherwise shwa. 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 At Bracing. HID-9 1. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding truss" in a straight and plumb pas - Won and for resisting Lateral forces shag be designed and installed by others. Careful hand- ling is essential and emellan bracing is aMaya required. Normal precautionary action for trusses requires such temporary bracing during InstilWilon between trusses to avoid toppling m and doinoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought if needed. Concentration of constnrclion loads greater than the design loads shag not be applied to trusses at any time. No Inds other than the weight of the erectors shag be applied to tresses until after all fastening and bracing Is completed. .Its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 568# Support 2 615# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D--0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.15 4-5-15 0-6-6 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 -953 0.41 2- 3 976 0.42 -BC ... FORCE ... CSI 6- 0 -677 0.18 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 4X6 TI: NI 9TY:2 == _ ==Joint Locations==========_--- 1) Oc== 0 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 ---MAX- REACTIONS PER BEARING LOCATION----- X-LoC Vert Horiz Uplift Y-Loc Type 0- 4- 0 535 48 -568 BOT PIN 14- 4- 0 535 0 -615 BOT H-ROLL 6.00 1 ram--- 3-8-0 -al Imo- 3-8-0 -� 3_00 JI 3.00 0-8 16 6-8-0 536# 8.00" 41 1-1-9 1 536N 8.00" 14-8-0 1-1-9 COSD'�'17C �'�'LS7 ) 2X4 (R1-1-7) EXCEPT AS S11OWN 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 VANNFSSA DROVIEDO.FL32766 Design: Afarrix Analysis W,RKrilr4 f: 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 toss 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). rlluss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOX1110MEDIR 4-2-6 0-6-6 0.3958 Eng. Job: Dwg: Dsgnr: TLY Chk: : AR Truss ID: N 1 Date: 4-21-03 TC Live 16A 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 PSr Design Criteria: TPI Code Desc:V:09.05.02- TOTAL 33.0 psf 21604- 9 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 responsibility for damages as a result of faulty or Incorrect information, spmlficaUons 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- e0lc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and tnatalhUan of trusses. This truss has been designed m an Individual building component in accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered anehltect or professional englneed. when reviewed for approval by the building designer, the design Imdinp sham must be checked to be sure that the data shown are In agreement with the local building codes. Local climatic records for wind or snow Inds. Project sPecUlcations or special applied bads. Unless sham, truss has not been designed for storage ar occupancy Lands. 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 ceNng, they should be braced at a maximum spacing of I(Y-0' o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMN A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwtng is in conformance with the fabricators plans and to realize a continuing mPonsibWly for such veri. ltca lan. Any discrepancies are to be put in watu ng 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 lasted 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' wile x 4' long. A 6z8 plate is 6' wife x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sues 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 trcated lumber unless otherwise shown. For additional Infomatbn on Qu llty Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bmcing". 1-1I13-91. Tosses art to be handled with particular care during banding and bundling, dclNery and Wtallalion to avoid damage. Temporary and Permanent bracing for holding trusses in a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tlistallatlon 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 consp truction loads grter than the design loads shall not be applied to truss- at any time. No loads other than the weight of the erettars shall be applied to trusses unto after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125a1ph, 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: Tel 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tel 0.06" RMB - 1.15 M WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assthmed 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 ... CSZ 1- 2 -181 0.29 2- 3 198 0.19 3- 4 243 0.27 4- 5 -568 0.28 5- 6 -611 0.35 6- 7 -981 0.38 7- 8 -1326 0.37 ..BC... FORCE ... CSI 16-15 105 0.30 15-14 103 0.30 14-13 100 0.41 13-12 117 0.41 12-11 957 0.26 11-10 1095 0.29 10- 9 1097 0.38 0-0 0 M. 4X6 116 15 14 13 1-1-9 - 408# 3.50" 1197# 8.0011 GABffj* EXCE1'TAS SliOWN PLATES4ARE T1.20 GA/ TESTED PER ANSI /7'PI (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.PL52766 Detign: Afarrir Amlysir 6.00 25-11-0 1-1995 Over 3 Supports YVHKNING: 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 bmctng, wind bmcing. Portal bmctng or similar bracing which Is a put of the budding design and which most be considered by the building designer. Bmcing shown b 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 bmeing of the Overall structure nmv be required. (see 11113-91 of TPII. fltuss Plate ImUtute. TPI, is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719). TI: O 9TY:1 -----Joint ===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-Loc Type 0- 1-12 407 -66 -367 BOT PIN 6-11- 0 1197 0 -663 BOT H-ROLL 25- 7- 0 998 0 -755 BOT H-ROLL Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 30.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL, 47.0 nsf 8-6-2 0-66-6 1 JAu 1 F9 99-8# 1> 8{I.001, Ida - I I scale = 0.2378 Truss ID: O Date: 4-21-03 DurFac - Lbr: 1.33 DurFac - Pit: 1.33 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C:IT££-LOKIHOMED!R 11C.S.• 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 responslbWty for damages as a mull of faulty or Incorrect Infomtollon, 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. clllc project and accepts no responsibility or exembes no control with regard to fabrtm- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSIM 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer tmg[stemd 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 loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assume compression chords (top or batlom) are continu. ously braced by sheathing unless otherwise specified. Where botimn chords In tenslon ate not fully braced laterally by a properly applied rigid ceWng, they should be braced at a Maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing is 1n confommnce with the fabricators plaits and to realize a continuing responsibility far such val. ficatbn. Any discrepancies are to be put In writing before cutting or fabrtcaUon. Plates shng not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood hearing, 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 s 6- wide x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unleaa 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. 'nits truss is not to be fabricated with file retardant treated lumber unless otherwise shown. For additional Wormatlun on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection nx»rmnendatlom arc to be followed In accordance with -Handling Installing d Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bmcnag for holding u clscs in a straight and plumb pos. Itlon and for resting lateral form shad be deslgted and fnstalled by others. Careful hand- Itng Is essential and erection bracing is always required. Normal precautionary action for lrusso requires such temporary bracing during instalhtlon between trusses to avoid toppling and dominoing, The supervision of erection of tnrssp shad be under the control of persons experienced In the dnstalbuon of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design Inds shag not be applied to rouses at any time. No bads other than the weight of the erector shag be applied to trusses until after all fastening and bracing is completed Jb: AKLIN(-I0N 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 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125ftph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft Wes= 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 0-6-6 1 T 3-0-0 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. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to a full bearing. PROVIDE UPLIFT ION PER SCHEDULE: Support 1 290# Support 2U451#Support 3..TC...FORCE..BC...FORCE...CSI 1- 2 -140 2-11 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 6.00 l l - o 4X6 "1 -1 11 ro 1-1-9 283# 3.50" 842# 8.00" COST smd) A S (12) 2X4 C/L: 6-11-0 25-11-0 EXCEPT AS SHOWN PLATES ARE TL20 CA 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 VANNtSSA DR0VIED0.FL02766 Design: Afmrit Analysis W,RKIVING: 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 s a pan of the building design and which must be considered by the building desfgner. Bracing shown is far lateral support of truss members only to reduce buckling length. Provision must be road e to anchor lateral bracing at ends and specified locations determined by the build designtr. AddlUortal bracing of tide overall structure may be required. (See HIB-91 of TPd. rrmw Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOMHOMEDIR TI: 01 QTY:3 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. 0- 1-12 283 41 -290 HOT PIN 6-11- 0 841 0 -451 BOT H-ROLL 25- 7- 0 689 0 -508 BOT H-ROLL 8-6-2 0-6-6 I 690# 8.001, 119 (R1-1-7) scale = 0.2378 Eng. Job: O: ARL Dwg: Truss ID: 01 Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.33 TC Dead 7.0 psf DurFac - PIt: 1.33 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psi I V:09.05.02- 21606- 9 HCS: 03.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or design furnished to the truss designer by the client and the correctness or accuracy Of this information as It may relate to a spe. elllc project and accepts no responsibility or exercises no control with regard to fabnca- tlon, handling, shipment and Installation of trusses. 7hi5 truss has been designed as an Individual building component in accordance with ANSI/M 1.19% and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the building designer, the design imdlnFj shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow Inds, project spectilmtWru or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (tap or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced tat-W by o property applied rigd ethic& they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shag be manufactured from 20 gauge hat dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. , FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing b in conformance with the fabricator's plans and to realize a continuing responsibility for such ved. flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gatn. Members shall be cut for tight Stung wood to wood hearing. Con- nector plates shall be located on both faces of the miss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 8' wide x 4' long. A 8x8 plate is 8' 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 siz are minimum sizes based on the form shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are Is, be followed in accordance with -Handling installing A Bracing', HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - Ilion and for resisting lateral form shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmcing during Instaflatlon between trusses to avoid lopphng and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shad be soughI If needed. Concentration of construction loads grater than the design loads shag not be applied to trusses at any time. No bads other than the weight of the erectors stall be applied to trusses until aAcr all fastening and bracing is completed. 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 6.00 1 WO: ARLK WE: TI:02 QTYA MULTIPLE LOADS -- This design is the ==__ = ==_m-= to -Joint ==_==____ ocations=___== composite result of multiple loads. 1)0-0- 0 5) 19- 9-12 9) IS- 9-12 All COMPRESSION Chords are assumed to be 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 continuously braced unless noted otherwise. 3) 9-11- B 7) 25-11- 0 11) 6- 7- 0 WndLod per ASCE 7-98, CSC, V= 125uph, 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- Bld Type= Encl L. 58.0 ft W= 25.9 ft Truss X-Loc Vert Horiz Uplift Y-Loc in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 6- 9-12 1194 -44 -1007 BOT PINS Impact Resistant Covering and/or Glazing Req 25- 7- 0 612 0 -437 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1= 2 440 0.42 12-11 -322 0.26 2- 3 -128 0.34 11-10 -366 0.27 3- 4 -144 0.23 10- 9 508 0.20 4- 5 -512 0.24 9- 8 632 0.21 5- 6 -768 0.21 8- 7 633 0.24 4X6 I" 8-8-12 I 6.00 "112 11 10 CANT: 6-8-0 1195# 3.50" 0-11-8 CO4t�i�)P .AT S (8) 2X4 25-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA 'TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR Ot7EDO.Fl.3276G Design: Mmril Analysis WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing• portal bracing or similar bmeing which is a pan of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must be rnade to anchor lateral bracing at ends and specified locations determined by the bulldtng designer. Additional bracing of the werall structure may be required. (See I11B-91 of M. (Truss Plate Institute. TPI, is located at SM D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOK1110MEDIR 0-6-6 DAD 8-6-2 10-14 8 7 612# 8.00" 1 1 9 scale = 0.2385 Eng. Job: WO: ARL D%vg: 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 o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21607-1( TICS: 08.20.02 DESIGN INFORMATION This design Is for an Indvidual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a msun of faulty or Incorrect Information, specifications and/or designs furrished to the truss designer by the client and the correctness or accuracy of this Information as it my relate to a spe- cific project and arxepts no responsibility or ucrclses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered 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. 10ml claoatte records for wind or snow bads. project specifications or special applied bads. unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresalon 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 telling, they should be braced at a maximum spacing of 10`0' O.C. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAI A 653. Grade 40. unkaa otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Orb drawing to verify that thb drawing is N cnnformanm with the fabrlmtorla plans and to realize a continuing responsibinty for such vert- flcatkm. Any discrepanctes ate to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots w distorted grain. Members shall be cut for tight fitting wood to wood bearing, Con- nector Plato shall be located on both faces of the truss with nails frilly imbedded and shall be aim. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Sleds (holes) run parallel to the plate length specified. Double cuts on weli- members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes one ndnimum sizes based on the form shown and may need to be Increased for certain hand- ling and/or erection stneaaea. This truss is no to be fabricated with fire retardant tinted lumber unless otherwise shown. For additional Infornatlon on guallty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling installing A Bracing-. 1118.91. Trusses are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for tickling trusses In o straight and plumb pos- Blon and for resisting lateral farm shall be designed and installed by others. Careful hand. ing is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Pr"fesslonal advice shall be sought If needed. Ca ramtlon of construction bads grater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors stall 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 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 2x4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" O.C. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 5-7-15 0-6-6 WO: ARLK WE: ®2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. or a SCAB of the same dimension and grade as web nailed to face(s) of web with 10d nails staggered 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE req'd on any web exceeding 14, denotes ONE edge or ONE face denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125nph, 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 4X6 0# 8.00" - sr 1-1-9-9 �f (1114-7) I 194-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 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 DROVIEDO.FL32766 Design: Afarrix Analysis YYAKNINW 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 bmchW, portal bracing or similar bmcing 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. Additioml bmcing of the oeraB structure may be required. (See HIB-91 of TPB. rDuss Plate Institute. TPI, is located at 583 D'Onafrio Drove. Madison. Wiseensm 53719). JOB PA771: C:17EE-LOA'1/fOMED7B TI: P 9TY:1 = __==== = - Joint Locations========-=-==== =1) 0- Oa 0 9) is- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL Q 0-6-6 4 5-0-6 0# 8.001,119 I Studs ® 2-0-0 o.c. scale = 0.3103 Eng. Job: : ARL D%vg: Truss ID: P Dsgnr: TLY CU: Date: 4-21-03 TIC 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.n9 n6 n9_ 91 Ann- i r HCS: 08.20.02 J13: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design 0 for an Individual budding component and has been based on information provided by the cl]_L The designer disclntms any responsibility for damages - a result of faulty oin r corteet information, specifications red/or designs furnished to the truss designer by the client and the cormemess or accuracy of this information as it may relate to a spe- cinc project and accepts no responsibility or exercises no control with reprd to labran- lion. handling. shipment and Installation of utrsses. This tress has been designed as an Indh7dual building component in accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered archlL et 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 art in agreement with the local building codes. local clknatle records for wind or snow bads. project specifi auons m apetlal applied loads. Unless shown. trtss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-0' o.c Connector plate shall be manufactured fran 20 gauge hot dipped g dvanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Pdor to fabrication. the fabricator shall review this drawing to verify that this dmwtng is in conformance with the fabricator's pbns and to realize a continuing n:sponslhWty for such verf- Ilatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be l—ILd over knotholes, knots or distorted grain. Members shall be cut for tight lilting wood to wood bearing. Con- nector plates shall be betted on both fan of the trttss with =its fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A tix8 plate is 6' aide x W hung. Slots (holes) tun parallel to the plate length specified. Double cuts on web members shall meet at the centrord of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fomes shown and may need to be increased for certain hand- ling rend/or erection stresses. This truss la not to ba fabricated with fire retardant treated hunber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES All bracing and emcUon recommendations are to be followed in accordance with "Handling Installing R Dracing% HIB-91. Trusses are to be handled with particular are during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Kirm and for raining lateral forers snail be designed and Installed by others. Careful hand- ling is essential and erection bmring is always required. Normal precautionary action for Musses requires such temporary bracing during hstallaton between trusses to avoid toppling and dommomg. The supervision of erection of trusses shall be under the control of p— experienced in the hu1,11-1lon of tttrsses. Professional advice shall be sought it needed. Concentration of construction Inds grater than the design loads shall not be applied to trusses at any thne. No Inds other than the weight of the ereelon stall be applied to muses unW after all fastening and bmcing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP 42 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 679# Support 2 720# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB a 1.15 5-7-15 0-6-6 1 Q 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= 125iztph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft Wet 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 ..BC ... FORCE ... CSI 8- 7 784 0.38 7- 6 784 0.38 4X6 690# 8.0011 1-11 -9 (11_17) I 194-0 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dradng shown on this drawing is not erection bracing, wind bmctn& portal bracing or similar bmcing which Is a pan of the building design and which must be considered by the building designer. am" shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bmcng at ends and specllled locations determined by the building designer. Additional bmcing of the overall structure maybe required. (See f11D-o l of TPO. fl'russ Plate Institute. TPI, is looted at 583 D'Onofrio Drive. MadBon. Wisconsin 53719). TI: PI QTY:2 __=____=e:=e: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 Q 5-4-6 0-66-6 _L 690# 8.0011 scale = 0.3103 Eng. Job: DWg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: P1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Deign: Afatrif Andlyfit 108 PAIN: C:ITEE-LOAUIOUEDIR HCS: 08.20.02 JBARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Indhidual budding component and has been based on Information provided by the client. The designer disclaims any respomfbility for damages as a result of faulty or incorrect Infonmation, 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 fabrics - Lion. handling. shipment and installation of (noses. This truss has been designed as an individual building component In accordance Mal ANSI/TPI 1-1995 and NDS-97 to be Incorporated as put of the building design by a Building Designer (registered architect or professional enginmti. When reviewed for apptrn al by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the kcal budding codes. Loci climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed far storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. When: bottom chords In twton ate no fully braced laterally by a property applied rfgld ceding. they should be braced at a maxbnum spacing of I94r o.e Connector Plates shad be manufactured from 20 gauge hot dipped plvantud steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plaza 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 Wtalled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. can. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be "yin. about the Joint unless otherwise sham. A 5x4 plate b 5- wide x 4- long. A Bx8 plate Is 6' wide x 8' long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall mint at the centrohd of the webs unless otherwise shown. Connector plate at= ate mtntrn= sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Inlorrlatrcn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rec m rendatlonu are to be followed In accordance with "Handling installing A Bracbtg. I11B-91. Trusses are to be handled with particular tare during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding toasts In a straight and plumb pos- ttkn and for resisting Lateral form shag be designed and Installed by others. Careful hand. ling is essential and erection booing is always required. Normal precautionary action for lrUSSM requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shad be under the control of persons experienced In the installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design Loads shag not be applied to tnssses 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. 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 Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB a 1.15 0-6-6 WO: ARLK WE: TI: 9 MULTIPLE LOADS -- This design is the =___ __ ===Joint Locations==_____________ =0 composite result of (multiple loads. 1) 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loc 0- 4- 0 Vert 487 Horiz Uplift Y-Loc Type Support 1 379# 12-10-12 422 188 0 -379 BOT PIN - -352 BOT H-ROLL Support 2 352# .TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -549 0.17 7- 6 459 0.24 2- 3 -356 0.16 6- 5 0 0.16 3- 4 -278 0.14 8-8-0 44-0 1 2 4 6 4X6 3X4 .3xa 2X4 4-10-6 M 13-0-0 7 6 487# 8.00" 5 423# 2.50" 1(R111 7)I 13-0-0 oil EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4070 WARNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: W R K Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 9 CONTRACTOR. Dsgnr: TLY Chic: 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 bracaag, portal bracing or similar bracing SAN FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for Lateral support of truss members only to reduce buckling length. Previsions must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the budding designer. TO MAS PONCE P.E. Additional bracing of the mcrad structure may be required. (See NIB-91 of TPB. BC Dead 10.0 f Design Criteria: TPI LICENSE #0050068 (brass Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: IOW VANNESSA DP O"EDO.FL32768 I TOTAL 33.0 psf I V:09.05.02- 21610-1( Design: Afmrir Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION 'this design is for an individual building component and has been based on M omnatian 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. cllle project and accepts no responsibility or exercises no control with regard to fabrics. "on. 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 Bulld Designer (registered architect or professional engJneed. 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 elimatb records for wind or an= bads• project spee10cauom or special applied Inds. Unless shown• truss has not been designed for storage or occupancy loads. The design assume, compression chords (top or bottom) am continu. ously braced by sheathing unless otherwise specdled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cellmg, they should be braced at- a maximum spacing of Ia-O' 0- Connector Plates shall be manufactured from 20 gauge hot dipped gahwkt ed steel mccung AMM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformumce with the fabricatce3 plans and to realtxe a continuing responsibility for such verf- ficallon. Any discrepancies are to be put has writing before cutting or fabrication. Plates shag not be laslalled over knotholes, knots or distorted gram. Members shag be cut for tight Doing wood to wood bearing. Can- . nector plates shag be located on both faces of the truss with nags fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4" king. A 6x8 plate is 8" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members slug mat at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be Increased for certain hand. Ling and/or erection stresses. Thb thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7-PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing', HIB-91. Trusses are to be handled with particular care dun" handing end bundling. detivcry and Installation to avoid damagc. Temporary and permanent bracing for holding trusses in a straight and plumb pos- itron and for malsting lateral form shag be designed and installed by others. Careful hand- Img is essential and crectlon bracing Is always required. Normal prnautMnary action for trusses requires such temporary bracing during insta11aUon between lrttsses to avoid topppng and dommomg. The supervision of erection of trusses stall be under the control of persons experienced in the Wtallailon of trusses. Profesabnal advice shall be sought If needed. Concentration of construe on loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to I, until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 1 Ott UPLIFT D.L. WO: ARLK WE: TI: R QTY:2 TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to =___ ___ =====Joint Locations===========___= WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 1)= 0-=0- 0 3) 12- 6-10 5) 6- 3- 5 2x4 SP #2 2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0= 0 SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 ------------ TOTAL Uniform PLF DESIGN LOADS - From PLF To All COMPRESSION Chords are assumed to be Brace required on any web over 141-0". MULTIPLE LOADS -- This design is the TC Vert L+D -46 BC -1-10- 9 -46 13- 2-10 continuously braced unless noted otherwise. coraposite result of multiple loads. Vert L+D -10 Concentrated 0- 0- LBS 0 -10 12- 6-10 Location WndLod per ASCE 7-98, CSC, V= 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld PROVIDE UPLIFT CONNECTION PER SCHEDULE; TC Vert L+D TC Vert L+D -48 -70 3- 9- 1 6- 1-15 Type= Encl L= 58.0 ft W= 12.6 ft Truss in EM zone, TCDL- 4.2 psf, BCDL- 6.0 Support 1 609# Support TC Vert L+D -98 g- 6-12 psf Impact Resistant Covering and/or Glazing Req 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert -127 10-11-10 MAX LIVE LOAD DEFLECTION: : Support 1 263# L+D -6 1- 4- 4 L/577 at JOINT # 5 BC Vert L+D -19 3- 9- 1 L=-0.25" D= 0.00" T=-0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION; ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -44 -60 6- 1-15 8- 6-12 T. 0.06" I MAX HORIZONTAL LIVE LOAD DEFLECTI@131� 1- 2 -2252 0.68 6- 5 2129 0.52 2- 3 2 06 0.90 5- 167 0.47 1 BC Vert L+D ----MAX. REACT -76 NS PSR HEARING 10-11-10 LOCATION ----- Tin 0.06^ 111 48k 70# ` 9 Loc Ver - 0-10 71 wiz Ir�0 Uplift Y-Loc Type RMB = 1.00 13-1-14 0- 4-13 678 263 -591 TOP H-ROLL -609 PIN 1 2 3 r333 4-5-10 0-6-1 1 I 1.68 I 0-1-0 J_ T 1-77-7 _1 2-6-10 1 1.1-6-10 6 5 4 678# 9.56" 1-10-9 1 719N 2.50" 1 6-10 0-8-0 (R1-10-7) 6# 19# � 44# 60# 76# j"(R0 8-5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER AlSI/TPI 1-1995 scale = 0.4437 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OV1EDOXI-32766 Design: Afatfix Atmlysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions 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 111B.91 of TPI). rrruss Plate Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-l.OKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: : AR K Truss ID: R Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21612-H HCS.' 03.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on infarmatbn provided by the client- The designer disclaim any responsibility for damages as a result of faulty or incorrect bdemation. 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- elf. project and accepts no responsibility or exercises no control with regard to fabrlta- tbn, handling, shipment and installation of louses. This truss has been designed as an IndMdual building component In accordance with ANSIMI 1-1995 and NDS-97 to be Incorporated — pan of the building design by a Building Designer (registered architect or professional engtneer). When reviewed for approval by the building designer, the design lowRngs shown must be checked to be sure that the data shown are In agreement with the beat building codes. knol climatic records for wind or snow loads. project speclBntlons or special applied loads. Unless shown, r....s has not been designed for storage or occupancy nmes Ids. The design assu compmses d n chords (top or bottom) are continu. ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxim= spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped Phmnlud steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabru fabricator the fabrftor shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a conUnumg responsibdily for such veri. radon. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shad not be installed over knotholes, knoll or distorted grain. Members shall be cut for tight fitting wvod to wood bearing. Con- ncclor 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' wife x 4' long. A 6x8 plate is 6' aide x 8' long. Slots (holes) run parallel to the plate length specified. Double sus on web members shall meet at the centrobd of the webs unless otherwise shown. Connector plate sizes are minbnum sues based on the forces shown and may need to be Increased for certain hand- ing and/or erection stresses. 7hta tress Is not to be fabricated with Me retardant treated lumber inks otherwise shown. For additional lnf .Uon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be f0lknved in accordance wltli *Handling installing 8 Bractlig'. 11W-91. T nasses are to be handled with particular can during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stradght and plumb pos. Rion and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and deamoing. The supervision of erection of trusses shallbe under the control of persons experienced in the Installation cf trusses. Professional advice shall be sought if needed. Concentration of constmetbn loads greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. J13: ARLINGTON K 3&4 AC: 10ft UPLIFT D.L. WO: ARLK WE: TI: R1 9TY:2 TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to __ ==Joint Locations=====______= =1)= WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 0-=0-=0 3) 12- 6-10 5) 6- 3-7 2x4 SP #2 2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge BEAR. BLX: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS - Analysis based on Simplified Analog Model. Brace natst extend at least 90% of web length 2x6 Brace required on any web over 141-0". Uniform PLF TC From PLF To All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the Vert L+D -46 TC Vert L+D -1-10- 9 -46 -1- 2-15 continuously braced unless noted otherwise. composite result of multiple loads. -9 BC Vert L+D -10 -1- 2-15 0- 0- 0 -9 -10 13- 2-10 12- 6-10 WndLod per ASCE 7-98, C&C, V= 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- 5- 0- 5 Bld Type- Encl L= 58.0 ft We; 12.6 ft Truss Support 1 609# -87 7-10 in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 2 591# TC Vert L+D -127 9- 2-14 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert L+D -202 12- 0- 1 MAX LIVE LOAD DEFLECTION: Support 1 262# -21 2- 0- 5 L/60at JOINT # 5 BC Vert L+D -53 5- 7-10 L=-0. 24" D. 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC...FORCE...CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -64 9- -40 12- 2-14 0- 1 T- 0.05" 1- 2 1624 0.75 6- 5 -1780 0.31 2- 3 --- -MAX . REACTIONS PER BEARING LOCATION----- MAX0.0072ZONrAL LIVE LOAD DEFLECTION: 1694 0.83 4 -203 0.30 35# 87# X-(.oC Vert 13� �r�0 546 Horiz 0, Uplift Y-Loc Type Sjj, TOP H-ROLL 0 366 262 21bg HOT RMB 1.00 13-1-14 PIN 1 2 3 r3 33 4-5-10 0-6-1 4 Nd 0-6-6 T 1-7-12 I 2-6-5 1.68 I 0-9� el— 074 b 11-9-1 6 5 4 367# 9.56" 1-10-9 1 547# 2.50" TI 12-6-10 00-8-0 (R1-10-7) + 54# 64# 40 (i RO-8-5) EXCEPT AS SllOWN PLATES ARE TL20 GA T ESTED PER ANSUTPI 1-19 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 VANNFSSA DROVIEDO.FT.32766 Design: Afmrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar brachig which Is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor tateml bracing at ends and specified locations determined by the bull" designer. Addliloml bracing of the overall structure may be required. (See HIB-91 of TPI). rrruss Prate Institute, TPI, is looted at 583 D'Onofno Dave, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKI110MED1R Eng. Job:_WO_.ARLK Dwg: Dsgnr: TLY Chk: Truss ID: R1 Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC i.ive o.o psf O.C. Spacing: 24.0" BC Dead lo.o psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21614-1( HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the .UcnL The designer dbclahns any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs fumWtcd to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spc- ciB¢ protect and accepts no responsibility or exem no colo control with regard to fabr- tion. handhng, shipment and installation of truss trusses. This has been designed as an Individual building has In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as Part of the bu0dag 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 cllmatic records for wind or snow loads. pmoJact specolcatlons or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied ngld ceiling. they should be braced at a maximum spacing of 1 Or4r o.c. connector Plate* 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 fabrtcatoes 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 walled over knotholes. knots or distorted grain. Members shall be cut for tight Ming wood to wood bearing. Con. nector plates shall be located on both faces of the tow with naps fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centredd of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the form shown and may need to be Increased for certain hand. Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated m luber unless otherwise shown. For additional information on Quality Control refer to ANSI/771 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with •Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling; delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domaoing. The supervision of erecUon of trusses shall be under the control of persons experienced in the installation of trusses. Prufesskmal advice stall be sought U needed. Concentration of construction Inds greater than the design bads shall not be applied to tenses at any time. No Inds other than the %Tight of the erectors shag be applied to trusses unto after all fastening and bracing b 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 1 422# Support 2 303# Support 3 /- 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L--0.17" D= 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB = 1.15 3-10-3 0-6-6 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 = ==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 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft W. 6.0 ft Truss in M zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 11 1 2 6 0000 2-2-8 144-2 —1 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 0-8-0 54-8 14 3 248# 8.00" 127# 2.50" 1-1-9 6-0-8 76##-�.50nn (R1-1-7) °Id C/L: 5-114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5459 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE &0050068 1005 VANNESSA 13ROVIEDO.Fl.32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bmcag which Is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI(. ffruss Plate institute. TPI, b located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY TC Live TIC Dead BC Live BC Dead (Truss ID: S Chk: Date: 4-21-03 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 Design: Afairit Analysis JOB PATH: CATF.E-LOKIHOAlEDJR HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information pTmldcd by the client- The designer dschims any r sponsmWty for damages as a result of faulty or incorrect information, specifications and/or designs furnighed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- c. pm)ect and accepts no responsibility or exembes no control with regard to fabria- lion, handling, shipment and installation of truss. This truss has been designed as an tndvidual building component In accordance with ANSIMI 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 Wart building codes. local climatic records for wind or snow loads. Pmlect spedlirations or special applied Inds. Unless shown, teas has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ausy braced by sheathing unless othcm-ise specified. Where bottom chords In tension are not fully braced laterally by a p.p" applied rigid coUing, they should be braced at a maximum spacing of I U-(r o.c Connector Plates shall be manufactured from 20 gauge hot dipped gakantrid steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall re -few this dmwbV to verify that this drawing is In conformance with the fabricator's plans and W really e a continuing rmponslbWly for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be tnsialled over knotholes, knots m distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be bated on both fares 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 Ir wide x g' long. Slots (holes) rum parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum slims based on the forty 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 an Quality Control refer to ANSI/'(PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -laandling Installing & Bunting. H1B-91. Trusses are to be handled with Particular care during banding W6 and bun dung. cry and installation W avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal pmaumonay action for (noses requires such temporary bracing during installation between trusses to avoid toppling and domtrnoing. The supervision of erection of trusses shall be under the control of persons experienced In the Wtallatlon of ttuasses. Professional advice shall be sought if needed. Concentmtbn of construction loads gteater than the design lads shag no be applied to trusses at any time. No Toads 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 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 ad ate drainage to prevent ponding. (0.25 in. nun. slope to drain). Truss (mist be marked to prevent UPSIDE DOWN erection. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL 70TAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 3-0-0 2X4 2X4 IQ 220# 8.00" 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 cong3osite result of mailtiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, He, 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 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 GABLE STUD PLATES (12) 2X4 6-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 (!M!aronda Systems 4005 MARONDA WAY SANFORD, I-L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOYI-32766 Design: Matrix Anahyrit WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prmisbns must be made to anchor lateral bring at ends and specified locations detematned by the building designer. Additional bating of the weral) structure tray be required. (See HIB-91 of TP11. (Truss Plate Institute, TPI. is located at 5a3 D'Onofrlo Drina, Madison. WtsconsW 537191. JOB PA771: C:17EE-LOK1110MEDIR TI: S I QTY:2 = _ = _ ==Joint Locations=====__________ 1)0 0-0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 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 Studs ® 2-0-0 o.c. scale = 0.7000 Eng. Job: : ARL Dwg: Truss ID: S1 Dsgar: 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 o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21616-1( HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cllent. The designer disclaims any responsibility for damage as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the Ghent and the correctness or accuracy of this Infortnatlon as It may relate to a spe. odic project and accepts no respomibitity or uemism no control with regard to fabrica. tion, handling, shipment and Instnliatlon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by o aunding Designer [registered architect or professional engineer). When reviewed for approval by the building designer, the design badtrtgs shown must be checked to be sure that the data shown am In ageernent with the local building code. to=] clbnauc records for wind or snow Inds. Project specifications or special applied loads. Unless shorn, truss has not been designed for storage or occupancy Inds. The design assumes cornpr ken chords (top or bottom) am continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension an not fully braced laterally by a property appiled rigid ceWng, 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 AS MI 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 realhe a continuing r PonsWWty for such vert. !{cation. Any discrepancies am to be put In tutting before cutting or fabric from Plato shall not be installed over knotholes. knots or distorted grin. Members shall be cut for tight fitting wood to wool bearing. con- nector plates shall be located on both face of the truss with nails fully imbedded and shall be Syria. about the joint unless otherwise shown. A 5x4 plate is W Wide x 4' beg. A 6x8 plate is 6' wide x 8- long. Slots (holes) rim pamlkl to the plate length specWed. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate size are minlmaan sues based on the force shown and may need to be Increased for certain hand. ling and/or erection str cs. This truss is not to he fabricated with fire retardant treated lumber unless otherwise shown. For additional hdortuatron on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed In accordance with "Handling Installing Q BracZ. HID-91. Trusses am to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding tnsses In a straight and plumb pos- mon and for resisting lateral forces shag be designed and Irutalled by others. Careful hand. Itng is essential and erection bracing is always required. Nomal PrewuUonary acUon for trusses requires such temporary bracing during blstallation between looses to avoid toppling and dominctrig. The supervision of erection of trusses shag be under the control of persars experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads stall not be applied to trusso at any lime. No loads other than the welght of the ercctmr shall be applied to ttussent uil alter all fastening and bracing Is completed. A ARLINGTON K 3&4 AC: 10# UPLIFT D.I. 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 T 0-6-6 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 rml-gt be able transfer 136 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.45 4- 3 -269 0.22 TI: T QTY:2 = _= __==_ ==Joint Locations=========_ _ ===_ =1)= 0- O0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type- Encl L= 58.0 ft W= 4.7 ft Truss in INP zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 11 1 2 3.00 I 0-8-0 4-0-8 4 3 205# 8.00" 98N 2.50" 1-1-9 a 4-8-8 60# 2 50 (RI-17) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -74 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 lass VANNESSA DROVIEDO.PL32766 Design: Matrix Analysis VVAKNINV: 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 bmchi& portal bracing or sanllar 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 detemdned by the building designer. Additional bracing of the overall structure may be required. IS" HIB-91 of TPI). (Russ Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PA771: C:ITFE-LOAIHOMEOiR Eng. Job: Dwg: Dsgnr: TLY Cltk: TC Live 16.0 TC Dead 7.0 BC Live 0.0 BC Dead 10.0 TOTAL 33.0 Attach with (4) 10d Tot Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Truss ID: T Date: 4-21-03 psf DurFac - Lbr: 1.25 psf DurFac - Plt: 1.25 psr O.C. Spacing: 24.0" psf Design Criteria: TPI Code Desc: — psf V:09.05.02- 21617-1( HCS: 08.20.02 DESIGN INFORMATION This design is for an tndtvldual building component and has been based on Information provided by the client. The designer dlsciabas any responsibility for damages as a result of faulty or incorrect Information. spect(Icatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information — It may relate to a spe- cNc project and accepts no responsibility or exercises no control with regard to fabrica- lion. handWg shipment and Installation of trusses. This taus has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Deslgner (registered architect or professioonal 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 clirmLic records for wind or snow loads, project specifI=tIons or special applied loads. lhiles shown. taus has not been designed for storage or occupancy loads. The design assumes compression chords pop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceWng they should be braced at a maximum spacing of IO.O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gptvanimd steel meeting ASTM A 651 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 fabrimtor's plans and to area-- a continuing responsibility for such verl- ficsUon. Any dlsempancles are to be put in writing before cutting or fabrication. Wales shag not be Installed over knotholes, knots or distorted grain. Members shag be cut for Ught fitting wood to woof bearing Con- nector plates shall be lasted on both faces of the thus with rolls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A US plate is 6- wide x Er long. Slots (holes) run parallel to the plate Length specified. Double cuts on web meruben still] meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sots based on the forces shown and may need to be Increased for Certain hand- ling and/or erection stresses. This muss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information an Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing 6 Bmct"Ir. HIB-91. Trusses arc 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- ltlon 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 erectlan of muses shall be under the control of persons experienced In the Installation of (noses. Professional advice shall be sought U needed. Concentration of construction toads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors stall be applied to tnases until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: U BTY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on lmiltiple 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= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB o 1.15 2-6-3 I 0-66I-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 99 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 35 0.24 4- 3 -112 0.12 _=== _==_ ==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, &zt= 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 11 1 2 1-6-8 0-8-2 3.00 I 0-8-0 1 2-8-8 4 3 161# 8.00" 70# 1.50" 1-1-9 44# .50" 3-4-8 (R1-1-7) C/L: -3-12 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDO.FL32766 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : AR A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bmcing shown on this dmwing is not cmUon bracing wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 pSf O.C.Spacing: 24.Un paeg trade to anchor lateral bracing at ends and specified Locations determined by the building designer. AddlUoml bracing of the wemll structure may be required. (See HID-91 of TPI(. BC Dead 10.0 f pS Design Criteria: TPI rrruss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Dese: It TOTAL 33.0 psf V:09.05.02- 21 i518-1 f —•e••• ••••••••- •••-a•��•� ,Uo rein: L:IICG-LUAIHUAIEV1K 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 citsclatr,a any responsibWty for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the cent and the correctness or accuracy of this information as It may relate to a spe- c. project and accepts no r ponsibWly or erereisn no control with regard to fabrica. Han. 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 o Building Designer Imgstered architect or professional engtneeri. 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. thus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are mntlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of IOr4r o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vert. flcatlon. Any discrepancies an to be put in writing before cutting or fabrication. Plat" shall not be Installed wet knotholes. knots or distorted grain. Members shall be cut fur tight flitting wood to wood bearing. con. nector plats shall be located on both faces of the truss with nans fully imbedded and shall be sym. about the Joint unless otherwise shown. A SX4 plate is 5- wide x 4- long. A US plate is 6' wide x it long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentroid of the webs unless otherwise shown. Connector plate at= are minimum a"" based on the fortes shown and may need to be increased for certain hand. Ung and/or cmcUon stresses. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown.. For additional Information on Quality central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with-Ilandling Installing d 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 phunb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand. W% is essential and erection bradrig is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and daoninoing. The supervision of emetton of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought U needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No Inds 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= 0.00" 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 composite result of multiple loads. This truss is designed to bear on lmdltiple 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 We, 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 19 0.05 4- 3 -7 0.03 TI: V QTY:2 —=-- ==Joint Locations=====_===_====_ 1) 0- 5a 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 1-2-8 0-4-2 Face = 0-2-8 3.00 t 0-8-0 1-4-8 I 4 3 114# 8.00" 48# 1.50" 1-0-0 2-0-8 19# 11501. (RO-10-10) C/L: 1-11-12 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANS1/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.OVIEDOYI-32786 Design: Afmrir 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 crectbn bracing, wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length Pronisiors 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). H'russ Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMEDJR Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.2149 Eng. Job: Dwg: Dsgnr.- TLY Chk: WU. ARL Truss ID: V Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21619-11 HCS: 08.20.02 DESIGN INFORMATION This design Is far an individual building component and has been based an Information provided by the eUem. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, speclBcttlons and/or des" furnished m 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 exeresn no control with regard to fabrics. Lion. handling. shipment and tnstanatlon 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 arehlteet or professional eagLnmd. when reviewed for approval by the building designer, the design loadings shown must In checked to be sure that the data shown are in agreement with the i—I building codes. local elanatic recants for wind or snow loads, project specNcati.— or special applied Inds. Unless shown, truss has not been designed for storage or occupancy lands. The design assumes tsmnimesalon chords itop 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 rlgld ceiling, they should be braced at a maximum spacing of 10'0" o.c. Connector Plates shall be manufactured fmrn 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator Stan review this drawing to verify that this dmwing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- lkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates Shan not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shah be located on both faces of the truss with nails fury Imbedded and Shan be sym. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6l8 plate is w wide x 8" king. Sk" (holm) run pamnel to the plate length specified. Double errs an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mintanum ales based on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with Itre retardant treated lumber unless otherwise Shawn. For addtUonad odornation on Quality Control refer to ANSI/771 1-19M PRECAUTIONARY NOTES An bracing and erection reconunendations are to be followed in accordance with"Handling Installing Q Bracing', HIB-91. Trusses are to be handled with particular are during ban 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 form Shan be designed and orstalkd by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary acUon for trusses requires such temporary bracing during Installation between trusses to avoid toppling end dominoing. The supervision of erection of trusses Shall be under the control of persons experienced in the Installation of trusses. Professional advice Stan be sought U needed. Concentration of construction loads greater than the design Inds Shan not be applied to trusses at any time. No Inds other than the weight of the erectors stall be applied to trusses until alter all fastening and bracing is completed. AS: AKUNUION 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 7 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, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W= 0.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6 0.01 4- 3 0 0.01 TI: W QTY:2 = ----joint Locations============___ 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 TOP PIN 0- 4- 0 76 24 -143 HOT PIN 0- 7-12 8 0 -3 HOT H-ROIL: PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# 0-9-0 1 2 0 0-10-14 0-9-0 L 4 3 77N 8.00" 17# 2.50" L 1-1-9 L 0-9-0 8# 2.5 040-1 (RI-1-7)'C/L: 0 7-1�0 0-1) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports �M_aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DP OVIEDOXI-32766 Design: Afarrfr Arwlpsis Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: : ARLK Truss ID: W Date: 4-21-03 TC Live 16.0 psr DurFac - Lbr" 1.25 Bracing shown on this drawtng is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 which Is a part of the building design and which must be consider the building designer. Bracing shown is for lateral support of truss members only to reduce buc length. Provisions must be BC Live ().0 psf O.C. Spacing: 24.0" made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See I11B.91 of TPI). BC Dead 1.0.0 sr p Design Criteria: TPI fituss Plate Institute, TPI, Iso located at 583 D'Onefdo Drive. Madison, Wixonsin 53719). Code Dese: TOTAL 33.0 psf V:09.05.02- 21620-11 JOB PATH: C:ITEE-LOKIHOMEOIR HCS: 08.20.02 DESIGN INFORMATION This design is for" Individual building component and has been based on Information provided by the cent- 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- clflc project and accepts no responsibility or exercises no control with regard to fabrfn- tlon, handling, shipment and Installation of anuses. This truss has been designed as an tndMduaI building component In accordance with ANSI/M 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered 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 c➢matfc records for wind or snow loads. Protect specifimt cos m 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 ccaLng, they should be braced at a maxim= spacing of HY-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS` M A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall miew this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- flatlon. Any discrepancies ane to be put in writing before cutting or fabrication. Plates shall not be installed over knothoks, knots or distorted grain. Members shall to cut for tight fitting wood to wood beating. Can- 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 flag plate is 6' wide x B- 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 sham. Connector plate sizes are minimum atres based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This (runs is not to he 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 ane to be followed in accordance with -Handling Installing d Bracing', HfB-91. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to atoll toppling and dominoing. The supervision of erection of muses shall be under the control of persons experenced in the installation of ttusscs. 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: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLR: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft W= 10.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L.-0.09" D. 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 448# Support 2 518# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -998 0.45 6- 5 920 0.22 2- 3 -964 0.52 5- 4 55 0.14 TI: X 9TY: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# 0-1-8 4 T 1-8-1 1 2-6-5 2.00 0-8-0 1 10-0-8 6 433# 8.0011 5 4 L 1-7-2 i 358# 2.50" a 10-8-g 1 0_3_8 (R1-7-O) (RO-2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4694 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OV16DO.TL32766 Design: Marrir Anahsis YYAKNINti: 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 sampan bracing which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most to made to anchor lateral bracing at ends and spectlled locations determined by the building designer. Additional bracing of the overall structure may be re:qulred. (See HIB-91 of TPI). (Truss Plate Institute. TPI. Is looted at 51i3 D'Onotrto Drn•e. Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOA(ED(R TOTAL Eng. Job: Divg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 usf Truss ID: X Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: rfcs: 08.20.02 DESIGN INFORMATION This design 13 for an individual building component and has been based on Information provided by the client. The designer dlsclatms any responsibility for damages as a result of faulty or Incorrect Infarrna[lon, specifications and/or designs furnished to the low d"Ig er by the client and the correctness or accuracy of this Information as n may relate to a spe- cific project and accepts no responsibility or exercises no control alth regard W 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 put of the building design by a Building Designer (registered architect or professional engneert. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local Climatic records for wind or snow loads. project sPecdlcaUOW or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-(r o.c Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS'IM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In conformance with the fabrt-toe. plans and to readr= a continuing tesponsibWty for such verl- fi ation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholca. knots or distorted gmbn. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the thus %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 6- wlde x 8- long. Sleds tholes) tun parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unl ss otherwise shown. Connector plate stso are minimum slue based on the forces shown and may need to be to r aacd 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/7PI 1-1995 PRECAUTIONARY NOTES All bracing and election recommendations are to be followed in accordance with "Handling installing A Bmcblg'. [JIB-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 tresses In a straight and plumb pos. Ilion and for resisting Lateral forces shall be designed and installed by othen. Careful twnd- Iing Is essential and erection bracing b always required. Normal Pnsautionary action for tresses requires such temporary bracing during Imstadatlon between trusses to avoid toppling and dominaing. The supervblon of erection of tresses shad be under the control of Persons &nwrfenced In the Installation of tresses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads stall not be applied to trusses at any time. No loads other than the weight of the erectors stall 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 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be (narked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 232# MAX LIVE LOAD DEFLECTION: L/364 at Mid -panel # 3 L=-0.34" D= 0.07" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 0-6-6 4 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. 125mph, 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 ..BC ... FORCE ... CSI 1- 2 1041 0.53 5- 4 -1173 0.40 2- 3 -89 0.37 2.00 I 0-8-0 I 5 400# 8.00" 1-7-2 1 (R1-7-0) 1 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 DROVIEDO.FL32766 Design: Matrix Atrdljsis TI: X 1 QTY:2 ===_ -=Joint Locations ............. =_ 1)0- 00 3) 10- 0- 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 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 i 80# 2.50" 10-3-0 247d .50" Over 3 Supports C/L: 1 1-4 scale = 0.4971 11YAKMIV(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the budding design and whch must be considered by the budding designer. Brae ing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bmetng of the overall structure may be required. [See HI13-91 of TPI(. muss Plate ImUtute, TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: X1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: JOB PATH: C:ITEE-LOKIROMWIR 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 deign furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ciflc project and accepts no responsibility or exercises no control with regard to fabrtca- Hart, handling. shipment and installation of trusses. This truss has been deigned as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engmccrh. When reviewed for apptrnal 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 specification or special applied loads. Unless shown' truss has not been deigned for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- omly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rtgld 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 sham. FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator`s plans and to realize a continuing responsibility for such ved- tieatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector ptatm shall be located on both faro of the truss with naps fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A Gx8 plate is 6- wide x 8' long. Slots (holes) rain parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the welt unless otherwise shown. Connector plate sties are minimum size based on the force shown and may need to be Increased for certain hand. Itng and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. Far additional information on Quality Control rder to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendation are to be followed in accordance with 'Handling Imtanhrg A Bactng% HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precoutlonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppUng and dommomg. The supervision of erection of tnuae shall be under the central of persons experienced In the tnstalhation of muses. Professional advice shall be sought If needed. Concentration of construction lords Beater than the design bads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I. completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 433# Support 3 13# MAX LIVE LOAD DEFLECTION: L/598 at Mid -panel # 2 L--0.15" D. 0.02" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 Face = 0-2-8 0-8-0 308# 8.00" 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 Bld Type= Encl Let 40.0 ft W= 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -131 0.51 4- 3 -16 0.39 TI: Y 9TY:2 _ _ = = = =_____ ====Joint Locations=====___ 1) 0-9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 7- 1-12 172 0 -433 TOP R-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# 7-3-0 11 1 2 0 l 1-6-0 a (R1-5-3) °° t EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPi 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR-OVIEDO.Ft.32766 Design: Matrix Aitdfysis Connection by others. 2.00 1 172# 2.50" 7-3-0 67# 2 50" Over 3 Supports C/L: -1-12scale = 0.6719 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or stmllar 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. Pmisiom roust be made to anchor lateral bmc(ng at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (Sec HIB-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LO.UHOMEDIR Eng. Job: DWg: Dsgnr: TLv Chk: WO: ARLK — Truss ID: Y Date: 4-21-03 TC Live 16.0 psf Durfac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 RC Live 0.0 psf O.C. Spacing: 24.0" RC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21624-1 HCS: 08.20.02 (1 JB_ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an Individual building component and has been based on Informtton provided by the client. The designer disclahns any respo illUlty for damages as a result of faulty or Incorrect inform ation, 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 -crises no control with regard to fabrica- tion, handling, shipment and Installation of tresses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to he Incorporated as part of the building design by a Building Designer (registered architect or professlonal engineerl. when reviewed for approval by the building destgner. the design landings shown must be checked to be sure that the data shown are in agreement with the local building codes. )ocal climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contmu- owly braced by sheathing unless otherwise specified. where bottmn chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxtmum spacing of IV_V o.c_ Connector plate shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtcatfon. 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 vert- ncation. Any discrepancies arc to be put in writing before cutting or fabrication. Plates stall no be installed over knotholes, knots or distorted gram. Members stall be cut for light Btung wood to wood bearing. Con- nector plates stag be located on Troth faces of the truss with nails fully imbedded and stall 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 well members shall meet at the centrold of the webs unlna otherwise shown. Connector plate slrrs are minbnum at= based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 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, deWery and Wullbuon to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral fortes shall be designed and tostalkd by others. Careful hand- hng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dominobng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of muses. Professional advice shall be sought if needed. Concentration of construction lands greater than the design Imds shall not be applied to trusses at any time No bads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# 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 -31 0.32 4- 3 -173 0.16 TI: Z QTY:2 ___ _ =-Joint Locations=== 1) 0- =0======_______ 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 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, Xzt= 1.0 Bld Type- Encl L= 40.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 11 1 2 I 4 212N 8.00" I1-7-2 I- (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOD5 VANNESSA DROVIEDOXI-92766 Design: Afafrix Analysis 4-3-0 2.00 I 1-44 0-7-3 1 87# 2.50" 54# 2.150" C/L: 4-1-12 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on lhfs drawing is not erection bmcin& wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provision 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 1,118-91 of TPII. muss Plate Institute, TPI, is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). JOB PATH: C.'ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.9442 Truss ID: Z Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Informatlon provided by the client. The designer disclabns any responsibility for datnaga as a ""'ll of faulty or incorrect Infatuation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wortnation as It may relate to a ape- cinc project and accepts no responsibility or =creases no control with regard to fabrlta- ❑on, han iling, shipment and installation of trusses. This truss has been designed - an Individual building component in accordance with ANSI/IPI 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 Inds, protect 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 ce0ing, they should be braced at a matlmum spacing of 10'-0" o.c connector plates shall be manufactured from 20 gauge hot dipped gal%"Lzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shill review this drawing to verify that this drawing is in conformance with the fabricators plans and to r 11,. a continuing responslbWty for such veri. fication. Any discrepancies are to be put in wilting before cutting or fabrication. Plum shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wool bearing. Can - nectar plates shall be located on both faces of the truss with mills fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8- long Skits (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. connector plate slus are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Ls not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/IPl 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 pas - Ilion and for resisung lateral forces shall be designed and Installed by others. careful hand- ling is essential and erection bracing is ahmys required. Normal precautionary action for tlu requires such temporary bracing during Installation between tnisses to avoid toppling and dominoing The supervision of erection of trusses shall be under the control of persons expertenttd in the Inslalhuon 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 Inds 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 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL 'TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 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= 40.0 ft W= 1.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 TI: Z 1 QTY:2 = _= ==Joint Lo== cations==e:=====___= =_ _ _ __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 Type 0- 4- 0 137 63 -226 BOT PIN 1- 7- 0 47 0 -125 BOT H-ROLL 1-8-4 1 2 4.00 2.00 I 0-8-0 4 3L 10 1-7-2 138# 8.00" 48# 2.50" 1-8-4 (R1-7-0) 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. LICENSC #0050068 1005 VANNESSA DROVIEDOX1.32766 Design: Matrix Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. 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 HIB-91 of Wit. rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMEDJR Plate Height = 0-2-1 scale = 1.5329 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: Z1 Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21626-11 HCS: 03.20.02