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114 Wheatfield Cir - BR04-0013385 (CELERY LAKES) (SFR) DOCUMENTSPERMIT ADDRESS kV CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 rrur OSR496 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTC MECHANICAL CONTRACT PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE tA SUBDIVISION PERMIT # atA' %J'-t DATE '0 y PERMIT DESCRIPTION Z P f— PERMIT VALUATION , O) ` AO SQUARE FOOTAGE aykpie d Y4UFBOAi GSiCIi Y City of Sanford j Certificate of Occupancy DA PGRATED This is to certify that the building located at 114 Wheatfield Dr., for which permit number 04-1338 was issued has been completed according to the plans and specifications filed in the permit, to wit as New Single Family Detached complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz 07/20/2004 Engineering: D. Richards 07/21/2004 Public Works: R. Buckner 07/20/2004 Utilities: Richard Blake 07/26/2004 Fire Department: N/A Zoning: N/A Maronda Homes Property Owner 07/26 Building Official Date CERTIFCATE OF OCCUPI",NCY REQUEST FOR FINAL, INSPECTION SINGLE FAMILY RESIDENCE"" i, DATE: 07/19/04 PERMIT #: 04-1338 eR rc! ADDRESS: 114 Wheatfield Dr CONTRACTOR: Maronda Homes PHONE #: Jason 321-436-1020 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. It ngine /2.) /ol OFire N/A Public Works Utilities CONDITIONS: 0 Zoning , N/A I Licensing N/A TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) ss CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION o SINGLE FAMILY RESIDENCE"" k, DATE: 07/19/04 PERMIT #: 04-1338 a t ADDRESS: 114 Wheatfield Dr ii CONTRACTOR: Maronda Homes PHONE #: Jason 321-436-1020 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, . O. or submit addendum if it has been denied or approved with conditions.. Your prompt attention will be appreciated. Engineering []Fire N/A lic Works AC ?' EZoning N/A Utilities OLicensing N/A 33 P' CONDITIONS: (TO BE COMPLETED ONLY IF'APPROVAL IS CONDITIONAL) Y/ f yO, y t/[ {{ 1 'j" E O OCCUPANCYPANtYjAIt 1. 1 I I I 1 I IJ T\j H j j j C ( j Lei REQUEST FOR Jl' AL 'l\SPECTIO lid 1 1 IEiII11 SINGLE FAM ILY°RESIDENCE**** I DATE: 07/_ PERMIT #: 04-1338 L° CO 1 A I 4> ADDRESS: 114 Wheatfield Dr ca v u e e tCLa 1 CONTRACTOR: MVlaronda Homes LU L" a u PHONE #: Jason 321-436-1020 u 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. K: Engineering °_ Fire N/A_ Public Works Zoning N/A tilitie- / Licensing N/A r CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD 7/20/04 Address Misc. Information Inquiry 14:11:32 Location ID . . . . . 254875 Parcel Number . . . . 32.19.31.515-0000-0630 Alternate location ID Location address . . . 114 WHEATFIELD CIR Primary related party Type options, press Enter. 5=View detail Opt Description Free -form information PLANNING & ZONING COMMENT CELERY LAKES, PHASE I CUSTOMER SERVICE NOTES SW DEV FEE $1700.00 WA DEV FEE $650.00 CUSTOMER SERVICE NOTES BP04-1338 PD3-17-04 SEE REC#6560 CUSTOMER SERVICE NOTES 3/4"WA METER SET FEE $190.00 PD 3-17-04 CUSTOMER SERVICE NOTES REC#6560 CUSTOMER SERVICE NOTES LOT 144 *********** F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel LMBC100,1 _ CITY OF SANFORD Address Misc. Information Inquiry 7/20/04 14:11:44 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5 View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 262525 114 WHEATFIELD CIR Free -form i 6rmatid `' 3/4"RC METER SET FEE $190.00 Pp 3-1.7-04 REC#6560 F2=Address F3=Exit F5=Special Notes F12=Cancel ANe KITNER S U R V E Y I N G 15 July 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:114 Wheatfield Circle 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, jF-' ` d R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 0 (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200: ELEVATION CERTIFICATE Read the insbuc Itim on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION Far lrsuarne Carrpery flee BUILDING OWNER'S NAME Policy Number MARONDA HOMES BUILDING STREET ADDRESS (trrdudng Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL Nkmiber 114 WHEATF ELD CIRCLE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Nurrdbers, Tax Parcel Number, Legal Description, etc.) LOT 63, CELERY LADS PHASE 1 PLAT BOOK 62, PAGES 75 - 76 BUILDING USE (e.g., Residential, NorHesidential, Addition, Accessary, etc. Use a Cononerds area, d necessary.) RESIDENTIAL LATTTUDFAONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): f - #it' - #9JW or ##.#1 NAD 1927 NAD 1983 USGS Quad Map Omer: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFP COMMUNITY NAME & COMMUNITY NUMBER TIE COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMINOLE FLORIDA B4. MAP AND PAID B7. FIRM PANEL B9. BASE FLOOD ELEVATIONS) NUMBER B5.SUFFIX B6. FIRM INDEXDATE EFFECTNSTEVISED DATE B8.FLOOD ZONES) LaneAO saedepthdtbodrU) 12117C 0065 E APR1995 APR1995 X NA B10. Indicale the source of the Base Flood Elevation (BFE) data or vase flood depth entered in B9. FIS Profile ® FIRM Community Determined Other (Describe): B11. Indio the elevation datum used forte BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe): 1312 Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawsgs' Building Under Conshmxfion' ® Finished Cons d A new Elevation Certificale will be required when construction d the building is complete. C2 Building Diagram Number 1(Select the building diagram most similar to the building for which this offificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sl eti h or photograph.) C3. Elevations -Zones Al-A30, AE, AH, A (with BFE VE, V1-V30, V (with BFE), AR, ARIA, ARIAE, ARIA1-A30, ARIAH, AR/AO Complete Items C3.-a- below aocordng to the building diagram specfied in Item C2 State the datum used. K the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, b document the datum a xwsion. Datum NGVD 29 CorwersionAC.omm>ents Elevation referenoe mark used Does the elevation reference mark used appear on the FIRM? Yes ®No a) Top of bothm floc (including basement or enclosure) 21. 61 ft(m) - o 0 b) Top of red higher floor NA. t(m) ' c) Bottom of lowest horizontal shudural member (V zones or y) NA R(m) o y d) Attached garage (lop of slab) 21. 14 ft(m) f 3.. w to Y: e) Lowest elevation of machinery andior equipment i 2 - servicag the buidng (Describe in a Comments area) 21. 3 tt(m) EV) k ef) Lowest adjacent (fines grade (LAG) 21.0 fL(m) z' 0 ' O g) Highest adjacent (Finished) grade (HAG) O h) No. of permanent openings (iood vents) within 1 It, above adjacent grade Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, ORARCt#TECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A,13, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE DATE TELEPHONE 15JULY2004 407, Z000 IMPORTANT: In these spaces, copy the comespattling information from Section A Fur Irs am CaM" use: BUILDING STREETADDRESS (IrditApt. UrA Subs, wr Bldg No.) OR P.O. ROUTEAND BOX No. Policy Ntmber 114 WHEATFIELD CIRCLE CITY STATE ZIP CODE cam" WE Number SANFORD R 3ZT71 SECTION D - SURVEYOR, ENGINEER, OR ARCMECTCERTIFICATION (CONTINUED) Copy both sides of this Elevation Cerffioaie for (1) communty official, (2) isuranoe agenVoompany, and (3) building owner. COMMENTS Check here if a bdm>ertts SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (MTHOUT BFE) For Zone AO and Zone A (witaut BFE), oomplef a Items Et through E4. ff the Elevation Certficte is intended for use as supporting info oration for a LOMA or LOMI2_F, Section C must be completed. E1. Buldng Diagram Number _(Select the building diagram most simian to the bttidng torwfiich this oertific te is bong completed — see pages 6 and 7. ff no diagram aocxuratey represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft(m) _n.(an) above or below (check one) the highest adjacent grazfe. (Use natural grade, f available). . Q. For Building Diagrams 6.8 with openings (seepage 7), the next higher floororelevated floor (elevation b) of the building is _ ft(m) _n.(cm) above the highest adjacent grade. Complete ferns C3.h and C3.i on front of form. E4. The top of the plaffarrt of machinery andlor equipment servdng the buidng is _ t(m) —in-(an) above or below (check one) the highest adjacent grade. (Use natural grade, f available). E5. For Zone AO only: If no flood depth number is available, is the lop of the bottom floor elevated in accordance with the oommunfys floodplain management ordnance? Yes No Unknown. The local official must oei 1Ly this information in Section G SECTION F -PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owneror owner's a dnized representative who oornpletes Sections A, B, C (Items C3.h and C3J only), and E for Zone A (writiaut a FEMA-issued oroommunty- issued BFE) or Zone AO must sign here. The sfafemenfs in Sections A, Q Q and E are cared to the best ofmy Icuowfedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local d'iaal who is authormed by law or ordnance to administer the oommun4?s floodplan management ordnance can oomplete Sections A, B, C (or E), and G of this Elevation CertAcate. Complete the applicable ferns) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archW who's authoatzed by state or local law to oerffy elevation irbmafion. (In cli de the source and date of the elevation data in the Comments area below.) G2 A community official oorripleted Section E for a buidag located in Zone A (without a FEMA4ssted or community -issued BFE) or Zone AO. G3. The Jcbm tg information (Items G4-G9) is provided for community floodplan management purposes. G7. This permit has been issued for. New Cons4uctiort Substantial Improvement - G8. Elevation of w bu t laved floor (including basement) of the building is — _tt(m) Datum: G9. BFE or (m Zone AO) depth of flooding at the building ste is: — _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME 5f it:jtT7O COMMENTS DATE CITY OF SANFORD PERMIT APPLICATION Permit #.: I, _ 1 11b Date: January 29, 2004 Job Address: 114 WHEATFIELD LrC\P LOT 63 CELERY LAKES Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $73,766.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New, Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,066 Construction Type: VI # of Stories: I #"'of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel#: 32-19-31-515-0000-0630 Owners Name & Address: Maronda Homes. Inc. of Florida Contractor Name & Address: Russell Keith Sum efe, fPhone &Fax: (407) 475-9112 Co a I Bonding Company. - Address: Mortgage Lender: Address: Attach Proof of Ownership & Legal Description) License Number: CRC058496 Architect/Engineer: Tomas Ponce __ y Phone: (407) 321-0064 Address: 4005 Maronda Wa Sanford FL 327,71Fax: (407) 321-3913 4 Application is hereby made to obtain a permit to do th&work and installations as in icated. a that no worle br installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING,SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 1129/ 04 Signature of O nt Date Russell Keith Summers Print Owner/Agent's Name 1 / 29/04_ Signature, No.1ary S a e Florida Date e..` LAURIE PELLEGRINO..... WIN& Comm# DD0232804 Expires7/% 2007 Bonded thm (800)432.4254: n Florida Notery Assn., Inc ww4 5.....N............N.N.....N.....N.N..O Owner/ Agent is _X_ Personally Known to Me or Produced ID 1 / 29/04 Signature of C nt r Agent Date Russell Keith Summers Print Contractor/Agent's Name Signature of Notary -State Florida Date O.. N.. .................................... g LAURIE PELLEGRINO r P"' Comm# DD02328N a 4; Expires 7/16/2007 4 y Bonded out, (800)4W-4254: N iii 3so.NNN..Fiorida NtarO.Assn., sInc gotContractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: BldD'/ —to 1 P Zoning: Utilities: Initial & Date) (Initial Sc Date) (Initial & Date) Initial & Date) Special Conditions: p( S a 4- CITY OF SANFORD PERMIT APPLICATION Permit #: / Date:. i t (0 I 01 Job Address 1 e [boo 14 b 1 Description of Work: Single Family Residence t Historic District: Zoning: Value of Work: Permit Type: Building Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) . Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homers, Inc. of Florida 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407-475-9112 Contractor Name & Address: /NrenolG Mbrnes', Tn c 4- Flortok -State License Number: TG 000A;;63 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARMING 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. i I lo f Signature of Owbent Date Russell Keith Summers Print Owner/Agent's Name 41L,) , o4 Signature of Notary -State oUl.orida Date LAURIE PELLEGRINO 1On •• Pe CommA DD0232804 tpYya x t , Expires 7/1&2007 0,,= Bonded tMu (800)4324 : o i....:..:.... Kota Ann,MeJ FMe- 8 ersonaaiytome Owner/Agent is _ Knovm or Produced ID Signa of C/ fraacct'or/Argent Date Print Contractor/Agent's Nye ab loq Signature of Notary-Stat f Florida Date a........... c LAURIE PELLEGRINO f4yp, Comm# DD0232OW Expires 7/ 182007 Bonded thru ( 800)432.42y4: nay Florida Notary Asen., Inc in..uow.u'^• uw Contractor/Agent is_ _ersona'ily2UtE to Me or Produced ID APPLICATION APPROVED BY: Bldg: 3-(0-0 Zoning: Utilities: FD: Initial & Date) ( Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Permit # Job Address. Description of Work: Historic District: _ CITY OF SANFORD PERMIT APPLICATION l_ ., t I r ., Date: 19,151 DJ' Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 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 Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida. 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407-475-9112 Contractor Name & Address: GARY CARMACK 4005 MARONDA WAY. SANFORD, FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing-informaion is accurate and -that -all work -will -be -done -in -compliance -with all applicable laws regulating - - construction and zoning. WARMING 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 ap licable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as` to f management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the require en s f Florida Lien Law, FS 713. I. iot ul Signature of Owner/Age Date . Signature o Contractor/Agent Date Russell Keith Summers GARY CARMACK Print Owner/Agent's Name Print Contractor/Agent's Name AAAAid,1,3I Signature of Notary -State o orida Date s LAURIE PELLEGRINO Comm Dt>0232804 A T P T,= F.xphes 7H6r10t1T It Bonded tluu (rD0)54• Florida Aesn., Inc Owner/Agent is _X Personally Known to lvl or Itat, Produced ID 1 Signature of No rida Date nou..nonnauwmnn nuwown LAURIE PELLEGRINO rry, CanrrKi DD0232804 OTisEiras7/18/Z00T i•0. BWg3Bf1 Vau (8t>t>)43'1 2540 Fbrlda Notary Assn., Inc • w.u...u. u. .aun. • uu.... Contractor/Agent is i'ersonaiiynown to Me or Produced ID APPLICATION APPROVED BY: Bldg•lit- 3—i°-&r Zoning: Utilities: FD: Initial & Date) (Initial & Date) Initial & Date) (Initial & Date) Special Conditions: I CITY OF SANFORD PERMIT APPLICATION Permit #:— Job Address: Date: December 31, 2003 Description of Work: Single Family Residence r Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical _ Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407-475-9112 Contractor Name & Address: WILLIAM T. SELF 4005 MARONDA WAY SANFORD, FL State License Number: CFC057039 Phone & Fax: (407) 948-3630 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found, in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 k ,lw1 Sibnatttre of Owner/ gent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name uleat- a - jIljoq Signature of Notary -State "f lorida Date LAURIE PELLEGRINO........; o ti*ar Po Com"10 DD0232M r ExPIres 7/18/2007 Bonded thru (800)432.4254• Owner/ Agent is _X_ Persortr a or Produced ID I)i oz5Signature of Contractor/ ent Date WILLIAM T. SELF Print Contractor/ Agent's Name Signature of Notary -State c0lorida Date g LAURIE PELLEGRINO C Expires 7/ 1&2WF = Bonded tlw ( i? 254 y Florida Notary Assn. I m g= Contractor/Agent is_X_ Persona i ".-TAo Me, or Produced ID APPLICATION APPROVED BY: Bldg)-)—to-' Zoning: Utilities: Initial & Date) ( Initial & Date) Initial & Date) (Initial & Date) I Special Conditions: I 1V aroida Hornes ANEASILYOBSERVABLEBETTER VALUE! 1101 NORTH KELLER ROAD, SuiTE F • ORLANDo, FLoRjDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF D'ELTONA p CITY OF SAN FORD El VOLUSIA COUNTY p 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 63, 114 WHEATFIELD LOOP at CELERY LAKES. RUSSELL KOTA-S44MERS, CRC058496 . MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 29TH day of JANUARY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. 1)0 NOTARY PUBLIC s............................................ LAURIE PELLEGRINO rpRComm# DD0232804 Bonded Wu(80o)43z•254- Fk) dit Notary Assn., Inc 9 S. N.NNON.N. COUNTY OF SEMINOL[ IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 1O4-75909 o", //` DATE: - BUILDING PERMI (CITY) COUPIKY NUMBER: UNIT ADDRESS:{]... .... ... .... _... .... ... _.... ... ... .... ... .... ... TRAFFIC ZONE; ___ JURISBICTION: CITY -OF SEC: T P RNG PARCEL: ~ r L/x/uL/ CUDDIVISION: T PLAT BOOK: F T OOK PA8E: BLOCK: LOTxuL' //~-~ OWNER NAM[: r-°- ----- ADDRESS: APPLICANT NAME: » ADDRESS!: LAND FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS | ROADS ^ ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS COLlECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CQ-WIDE O dwl unit $1,384.00 1 $ 1,384.00 AMOU T DUE $ 2,285.00 STATEMENT RECEIVED BY: v/ ___ SI8NATURE P ASE PRINT NAME) / / NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY` 2-APPLICANT 4-COUNTY NOTE** PERSOHS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICAM7, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS ' MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD9 FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVEHUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CKECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE`TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTI ISSUANCE OF A*** INGLE FAMILY 1IT**************** f ~-~ I III i 1011111911:110111 all 11 ill to its go Ill if too 11,32 rr too ,6• MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY MARYANNE MORSE, CLERK OF CIRCUIT COURT BK 05187 PG. 0627 SEMINOLE COWTY CLERK' S # 2004017307 BK 05199 PG 1 &44 RECORDED 0210412004 01:45:35 PM CLERK'S # 2-004023777 RECORDING, FEES 6.00 RECORDED 02/171/2004 12:59:13 F14 RECORDED BY L Woodley€ RECORDING FEES6.00 RE1Jit1D1 D BY 5 O'Kelley NOTICE ()/F 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 I real property, and in accordance with Chapter 713, Florida Statutes, the following 1 information is provided in this Notice of Commencement: j DESCRIPTION OF PROP RTY (Legal Description and Street Address) Lot 63 114 WHEATFIELIL P: Subdivision:- CELERY LAKES General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1161 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 i (Name and address) uw SURETY (Bonding Company) G'E1i16'1=IECI C,1 UJI WjAgYAT NE MORM, P Name and Address N/A rd F:rK nF CIRCUIT GOUWI i Amount of Bond Ii f I LE CIOAmount Da -.. LENDER ..... PP W o Name and address Bank of America NA 750 S. Orlando Ave. #102 Winter Park F 780 ' r W M ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407)'644-2388 i C. - W o Persons within the State of Florida designated by owner upon.whom notice or other z °z documents may be served as provided by Section, 713.13(1), (a), 7., Florida Statutes. rcg z Kampf Title, 200 W. 1st St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates - or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) RIiSSEeL KEIT Si Pll ERS ' Maronda Homes, Inc. of Florida Vice President Construction Sworn to and subscribed before me this 29TH day of JANUARY, 2004. Clrtittg)t:.17 €a"=t' MARYAN E 'k-Jy IR CLERK OF Glut ! s 311i Notary Public Sl 411ri`11 4s% s................................ ...... L LAURIE PELLEGRINO O q= NININrp Comm# Db0232804 3 i s Expires 7/16/200-1/200704 MSond9dthru (800)432-4254: y.....:o:........ Florida Notary Assrt., Inc E PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 63, 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. 77 0 O fV 76 CA 63 M n 0 6 37 75 62 N 89*38'17 " E 120.( 5.00' 5' DRAINAGE ESM'T PRoA Fr-, V-00 0 PROPOSED CH3ESAPEAKE—K BEDROOM 0.00 C) n 5' RAINAGE ESM*T 15.00, 89*38'17" E 120.00' 64 SCALE: 1"=30' SURVEY NOTES: C CONC. DRIVE Uj CA j b Cn O 10 25.00' Wo 1) The street address of the above -described property is 114 WHEATFIELD CIRCLE. 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 Lard Surveyors pursuant to Section 427.077 of the Florida Statutes. REVISIONS: IME', ffi CERTIFIED CORRECT TO: ING, INCKITR S11 V E , "Y r i I R. BLAIR rK'1TN9-R-.-,'--' 0-AL.S. 'NO. 3382 UPost Office Boz,B23j Sanford, Fl. 32772-01323 PROJECT NO: 04 110 SURVEY DATE: L___ CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 63 Subdivision: CELERY LAKES Property Address: 114 WHEATFIELD LOOP 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 71 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. M b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). X c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. X d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. X f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. X h. Square footage table showing footages: Garages/Carports 414 S.F. Porch(s)/Entry(s) 27 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,066s.F. 7 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: Thursday, JanuaryJanua 29, 2004 SIGNATURE: By Owner or Authorized Agent) PLAT OF,,;BOUMDARY SURVEY for MARONDA HOMES_ Leg I Description LOT 63, CELERY LAKES PHASE 1, according the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 25.00' 77 62 N 89'3 '17" E 120.00' 5.00' 5' DRAINAGE ESM'T 25.00' O 58.00 O N o a PROP. FP-- 2.1.00 CONC. O v CHESAPEAKE-K DRIVE 76 Cl 63 10•00 3 BEDROOM o F t i Cn O p 37.00' O O5' DRAINAGE ESM'T 5.00' N 89'3817 E 120.00' 75 64 I SCALE: 1 "=30' C `- SURVEY NOTES: C w 0 z n a w U to 1) The street address of the above -described property is 114 WHEATFIELD CIRCLE. 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: 1 11 1 CERTIFIED CORRECT T0: PROJECT NO: 04 - (10 KITNER SURVEYING, INC. R. BLAIR 'KiTNER; P.L.S. NO. 3382 Post Office B&r.-823,.":Sanford, Fl. 32772-0823 407), 322-20M SURVEY DATE: FORM 60OA-2001 " I FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Nam CHES PEAKE Builder: MARONDA HOMES Address: AwMd Moog Permitting Office: City, State:n j v Permit Number: Owner: lA` `U (1l C li Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 3 _ S. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 1625 ff 7. Glass area & type Single Pane Double Pane a. Clear glass, default U-factor 133.0 ft' 0.0 ff b. Default tint 0.0 ft, 0.0 ft, - c. Labeled U or SHGC 0.0 fe 0.0 ft, 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft - b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1033.0 ft' - b. Frame, Steel, Adjacent R=11.0, 207.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1701.0 ft- b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 165.0 ft - b. N/A 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, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 20662 PASS. Total base points: 23757 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. - _ PREPARED BY: • DATE: nQIp4 I hereby certify that this building, as designed, is in compliance with the Florida E rgy Code. OWNER/ AGENT: DATE: 11VID Review 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: 34.0 kBtu/hr SEER: 12.00 Cap: 34.0 kBtu/hr HSPF: 8.00 Cap: 50.0 gallons EF: 0.93 PT, - O ZHE sr9r° BUILDING OFFICIAL DATE: OD W-- EnergyGaugeO ( Version: FLRCPB v3.30) L_ FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NW 0.6 6.0 16.0 40.72 1.00 648.8 Single, Clear SW 1.0 7.5 40.0 56.99 0.99 2252.4 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear SE 0.6 3.0 3.0 61.07 0.92 168.8 Single, Clear SE 1.0 11.0 36.0 61.07 1.00 2197.5 Single, Clear SE 1.0 3.0 6.0 61.07 0.81 297.2 As -Built Total: 133.0 7177.4 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.1 1033.0 1.18 1218.9 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1425.9 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 1701.0 2.82 X 1.00 4796.8 Base Total: 1625.0 3461.3 As -Built Total: 1701.0 4796.8 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 175.0(p) 31.8 5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p 31.90 5582.5 Raised 0.0 0.00 0.0 Base Total: 5565.0 As -Built Total: 175.0 5582.5 INFILTRATION Area X BSPM Points Area X SPM Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, , , PERMIT #: BASE AS -BUILT Summer Base Points: 30923.1 Summer As -Built Points: 31210.7 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 31210.7 1.000 1.079x 1.150 x 0.95) 0.284 0.950 9932.1 30923.1 0.4266 13191.8 31210.7 1.00 1.179 0.284 0.950 9932.1 EnergyGaugel DCA Form 60OA-2001 EnergyGauge(UHaRES'2001 FLRCPB v3.30 FORM 60OA-2001 ' WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:. , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NW 0.6 6.0 16.0 14.97 1.00 239.3 Single, Clear SW 1.0 7.5 40.0 11.59 1.00 465.7 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear SE 0.6 3.0 3.0 10.59 1.04 33.0 Single, Clear SE 1.0 11.0 36.0 10.59 1.01 384.0 Single, Clear SE 1.0 3.0 6.0 10.59 1.09 69.2 As -Built Total: 133.0 1613.8 WALL TYPES Area X. BWPM Points Type R-Value Area X WPM Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.1 1033.0 3.31 3414.1 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3952.3 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 1701.0 0.87 X 1.00 1479.9 Base Total: 1625.0 1040.0 As -Built Total: 1701.0 1479.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 175.0(p) 1.9 332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: 332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM Points Area X WPM Points 1625.0 0.28 455.0 1625.0 -0.28 455.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4579.2 Winter As -Built Points: 7236.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU). 7236.6 1.000 1.068 x 1.160 x 0.95) 0.427 0.950 3451.9 4579.2 0.6274 2873.0 1 7236.6 1.00 1.177 0.427 0.950 3451.9 EnergyGaugeTm DCA Form 600A-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7279.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 13192 2873 7692 23757T 9932 3452 7278 20662 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®lFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum::3 cfm/s .ft. window area: .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetration slopening s >1/8" sealed unless backed by truss or joint members. . EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. oocci+o10-r11/1= lACACI ICCC /r....c4 Ln mn4 .,r nv nnrinri hai all rncirlonr_ac 1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugesn/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL') DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.9 The higher the score, the more efficient the home. ELECTRIC, , , ; 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft) 1625 ff c. N/A 7. Glass area & type Single Pane Double Pane _ a. Clear - single pane 133.0 ff 0.0 ff _ 13. Heating systems b. Clear - double pane 0.0 fe 0.0 ff - a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ff 0.0 ff d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1033.0 ft2 - b. Frame, Steel, Adjacent R=11.0, 207.0 ft- c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1701.0 ff _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 165.0 ft - b. N/A 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, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code mpliant feat Builder Signature: Date:9 h`L Address of New Home: City/FL Zip: Cap: 34.0 kBnvbi- _ SEER: 12.00 Cap: 34.0 kBtu/hr - HSPF: 8.00 Cap: 50.0 gallons _ EF: 0.93 PT, - 0 wE o` NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStarmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating, Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.30) Master Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing` Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 'x4" and 1 "x3" 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 fasteningmethod, if applicable. Il. Governmental Product Approval: Agencv Initials/Date Brevard, County,of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialanfic, City of Indian Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg,. City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 Acjenc Initials/Date Melbourne, City of Mt. Dora., City of Orange, County of ACP 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,, City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 F Created on 02/04/02 Page 1 of 2 NORANDEN PAGE 29 CAULK TOP OF MULL 10 X 3/4" TEIC SCREW WINDOW JAM la3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW JAMB 10 x 3/4" TEX SCREW CAULK BOTTOM OF MULL PRECASTED SILL SEE CHART FOR FASTENERS FLA-- 45 MULLION ANCHOR CLIP 16 GA GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION XFLA-26-1) lx4 MULLION (XF'LA-39) 3/4" MAX SEE CHART FOR FASTENERS A VERTICAL MULLION SCHEDULE qSINGLE WINDOW UNIT WINDOW TYPE OF MULLION TYPE OF CLIP WDESIGNPRESSURE WIDTH HEIGHT PSF NUMBER AND b o W INCH INCH 35 FLA-45 TYPE OF FASTENERS v q li 26, L0_x 3:0 OK_ 4 3 160 x 1-1 2 TAPC0US3.0._-- 3.d OK__-_ OK_ 4 3J16'-_x 1_ J2' TAPCONS h- 1 63" x_3._0--- 4 3J16,P x l_ J2a TAPCONS 76-3 4.'. 1-0_ 1.0 x 3.0 OK 4 3 16 x 1-1 2" TAPCONST r W4 26" 1_0 x 3.0 OK 4 ld j'---- n------ 3 160 x 1-1 2 TAPCONS C 26-1/2"50-5%8` 38-1%4": 1.0 x 3.0--- OK_- 4 3 16 x 1- f2 TAPCONS n 0K---` J1663' 1_0 x 3.0--- q x 1-J2 TAPCONS 76-3 1.0 x 3.0 OK__-- 4 n------ ldf x_1-J2 TAPCONS i c, 26" L_0 x 3.0 . OK 0_K 4 n------ 3 160 x 1-1 2 TAPCONS w n' 4 4 3 x 1---_1338-14 1666- J2n I gg"37" sw 5T_ 3. OK 4363" 4 22-' CONSyy 76 30 4 TAPCONS ha 26'_ 1.0 1_0 x 3.0 OK TT--_AA--PPC--O--N--_S 1 46-1-1/2 - TAPCONS 9Q a l.p x 3.0-_-_- OK_ OK 4 3 18_0_ 3 16_4" x_ 1-1 _2_ T_A_PC_0_N_S o d 453-1/8"50_5Z8' 1.0 x 3.0 4 x 1-1 2" TAPCONS 1:.0 X 3.0___ OK__ OK -- r 2 I 4( "-x1-1 2" - T_A_PC_ON_S_63" 76=3 10 OK 2 1 i 1 4 '` x_1-1/2" 1-1 TAPCONS x 2' TAPCONS ggf.' 4.0 A B.O.A. F. V ACrUPER NAMB E # MASTER Y. aa. q NOTES: w o 1) ALL ALUMINUM EXTRUSIONS' ARE ALLOY 6063 T6, K U OR 8063 T5. , 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2') CHARLES A' 'FIB N, P.E. ON EACH ANGLE LEG, THE TAPCON SHALL HE w ; 9 cFL. REG. ERG.. # 40121 PLACED ON MULLION CLIP CENTERLINE. '49 DATE: 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH = 3.000 PSI d k d AT 28 DAYS. y a o 11DRANDEX n. PAGE 30 NOTES: 1) ALL Al OR 6m 2) WHEN ON FA.1 PLACEI 3) CONCRI AT 28 CHARLES FL RF;G. DATE CENT" MAN UFA MASTED w SILL SH HEAD DW SILL H HEAD NORANDEX PAGE 24 ACTT R ' NAI Q 2) 110 x 1-3/4" PI;-SMS INTO 2 x BUC OR3/16" x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4" FH-SMS INTO.2 x BUCIC SEE ELEVATION FOR ANCHOR SPACING, 00 03 2) #10 x 1 3/4" PH-SMf BUCK WITH 1-1/2" MIN. E_____. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK I YAL WOOD BUCK EMPEREb GLASS CLASS DOOR 114 TEMPERED CLASS WANALY6ISCHARTNo. OP Na OF X) SEWING CLASS DOOR Q DESIGN LOAD ANCHORS ANCHORS COMPARATIVE ODOR ANALYSIS CHART No. OP No. OF O N CAPACITY-PSg DIMENSIONS DESIGN LOAD CAPACITY - ANCHORS ANCHORS a 1 i PC SIHpE tISGA HEAD h 30L pRAI(EJAMB WIDTH HEIGHT POSITIVE NEGATIVE HEAD 8 PT2AME Q ! 48 4s INCHES INCHES s11J JAMB W 147.375- 80" 48 3D 8 E01" 86.7 69.t 30 8 A 99.6"' 4) 48 48 46 24 18 8 8 147.9T6' 99.6" 80" 4) 68.7 88.7 09.4 - 24 8 Q 152.760` 57.6 67.5 24 89.4 16 g Q O to L1L976" 80" 67.6 5T.5 8 8 152.760` 111 375` 80` 06.7 77.4 24 g 128` 80` 57.5 68.7 57.5 in 6 7128' 3) 88.7 6B.7 B38 7138 IB IB 8 8 Q F , 13.625 2.5 fi6.8 b8.7 20 8 128` g0` 88.7: i AT8.3 20 688.6 30 30 6 8 '625 2.6) 66.7 76.3 10 0 60 30 10147.875" 98 4) 45 45 24 10i47 6` do 99.5` f62760` B8" 45 40.9 635 534 45 48.9 53.5 66.4 18 24 to 18 10 10 10 6g 9.6' 152. 7607 Il1t376` 4) 96" 9) 80 80 R4 1O O ~ 80 efi. 3 80 IS 0 LL: 976" 86.9 24 0 68. 7 71.3 16 30 68. 7 738 18 10 C IEB" 98" 54.5 54-5 20 10 10 75.b" 13. 826 E.6) 54.5 fi 10 0 63625 96` 2. 5) 86. 9 86. 7 e& Q 20 0 0 4y NajINPARENT•gESlg II4DICATE4 TPANEL SIZE. W FEET; 86.2 10 10 A ,. LL•.- WIDTH 0 x 2-3/4 y k b TAPCON OR MIAMI 4. W 6, i DADE APPROVED CONC. o Q C STEELREM. - FASTENERS, ALL10• PANELS SEE ELEVATION FOR Sc b+ 80.0 D.P.. n ANCHOR SPACING. STEEL n•,1 \ a u° a ALL 0" PANELS do y y 80.0 D.P... 44 SHIM AS RE UIRED TYP. JAMB.. SECTIONX sxlM-. a WOODSHIMgsxoWN) OR MUDD TRACK A5 REQUIRED 1 BY 2 BY BUCK (2) 3/16"0 x 2-1/4' TAPCON OR S u MIAMI DADE APPROVED CONC. FASTENER w SEE ELEVATION FOR ANCHOR SPACING. NOTES: - 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/4`. // 2) ALL ALUMINUM: EXTRUSIONS ARE ALLOY 6063-T6• eORWWITHTYPICALWALLTHICKNESSOF' 0.62 -' e3USEBIGHQUALITY •CAULK BEHIND' WINDOW FLANGE 2 Q 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS P X PANEL 9 CHARTS. AND MAY VARY DEPENDING ON SIZE. j6) THE RESPONSIBILP FOR SELECTION OF NORANDEX PRODUCTSTOMEETANYAPPL_ICABLE'LOCAL.LAWS, DEADER AN _ BUILDING CODES. ORDINANCES OR' OTHER SAFETY DSILLSECTIONREQUIREMENTSRESTSOLELYWITHTHEARCHITECT. TYP 1 B v QT T BUILDING OWNER OR CONTRACTOR. CONCRETE FX X X XPANEL PANEL PANEL O 0 z a 6W 0 li i I{ 7) COMPRESSIVE STRENGTH - 3.000 PSI m'( H } AT28DAYS. (2BY2) TYP a II2yAT10N 4BY2 rmcAL 8LLYA]IIIIJ o 4 C U q t NORANDE311 PAGE 23 I 44- k 2). ,#10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR3/18'0 x 2-3 4' TAP.CON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4 MIN. EMBEDMENT INTO MASONRYSEEELEVATIONFORANCHORSPACING. 2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. 1 ' a. LOPTIONAL 2 BY WOOD BUCK 2) #10 x 1 3/4' PH-SMS INTO 2 BY BUCK WITH 1-1/2' MIN.. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. 2 x worm nrrru 3/16" TEMPERED GLASS PANEL .SIZE DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME q 1-4INCHES ti qHEADANDSILLJAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX XXXK ALL W 30 his", x 591/2 " 53.3 55.8 10 16 18 Q Cr) 361/ie" g 591/2 " 49. 8 49.8 12 18 6 22 E~. ko 30 s" x .791/2 " 49.7 49.7 10 16 6 20 g q 361/18" x 791/2" . 45 1 45 12 1g 22 8 h SERIES 500 ALUMINUM SLIDING GLASS DOOR. FASTENER CHART ALL OPERABLE PANELS to PL01MA D.O.A. D.O.A.F. 2) 3/16.0 x 2-3/4' TAPCON OR MIAMI c MAMDADE L WIDTH VACI IM11 NA3M _ 1 x WoOD BUCK APPROVED CONC. FASTENERS. q u YI!) M A errm— SEE ELEVATION FOR ANCHOR SPACING. J AS REQUIRED TYP. HORI1 SHOMU DI TRIACK 9 REQUIRED 1 BY / 2) 3/1670 x 2-1/4` TAPCON OR MLAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. 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' 31USEHIGH .QUALITY CAULK BEHIND WINDOW FLAIJGE 4GLASSTHICKNESSBASEDON -TABLE E1306 GLASS CHARTS; AND `MAY VARY DEPENDING ON . SIZE:. . 6) THE RESPONSIBILITY FOR $ELECTION .OF NORANDEX PRODUCTSTOMEETANYAPPI4CAI3LEIACAL .LAWS, BUILDING CODES,. ORDINANCES OR OTHER 'SAFETY" REQUIREMENTS REST,SOLELY WITH THE.ARCHITECT, BUILDINGOWNERORCONTRACTOit6) CONCRETE COMPRESSIVE STRENGTH 3,0'00 PSI AT28DAYS: 2 BY BUCK X PANEL bd X PANEL X PANEL X PANEL 5/ o/dI n/o/ 2BY2) TYML rAaeAnax (4BY2) TrPtcAL mgrAnox bPP h; 4 q W. ti tiNFFry, ry N 00 z.I cq A 4 NORANDEX • m - L PAGE 22 1,# 10X 1-3/4" P.H. S.RS W/1—i/2" MDR. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. W/101 21_MIN EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING_ oE \ uu2nWL H w } IA Q ALT. FIN ATTACHMENT UNDER SHEATHING • CENTRAL Y`LOWDA, B:O.A.F. ACTURER NAME: oR,t1v>FX MASTER MLR # 3 NOTES: 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM., EXTRUSIONS AREALLOY 6063—T5 OR Ts. WITII:'TY'PICAI,.'WALL4 THICKNESS OF 0.62" . 3USE .HIGH.:QiIAI1TY -CAifI.It !BEHIND WINDOW FLANGE. 4GLASS. TiIICKOSS..NA8ED ON TABLE E1300 GLASS CHARTS.- AND':3U''Y'VARY DEPENDING ON SIZE. 5) TIfE: RESPONSITiILIT1'.:VOR SELECTION OF NORANDEX PRODiiCTS-..T0:'UEET.:AITY APPLICABLE LOCAL' LAWS, HUIItDDJG }COI1E3 OIFDINANOtES .OR OTHER SAFETY REQUIRtMENTS1=T.'SOLEI;Y WITH THE ARCHITECT, BUIIiDTNG03YITER0R' CONTRACTOR. 6) NOTE '; 'INDICATE$ • :THAT E UAL , FASTENERS AT HEAD` AND'.SHL'_ARE REQU ED. 10 . X 1-3/4" P.H. S.M.S. W/ 1-1/2' MIN. EMBEDMENT SEE. ELEVATION. FOR ANCHOR SPACING. i C 4 TYP. JAMB SECTION WOOD FRAME 14 . s ; TOP AND BoTPOM) Dousis F ' , LEADER AND SILL SECTION w/1-1/21 MIN4"EMBEDMENT CHARLES': A • E. WOOD FRAME ANCHOR PACING OR FL REG; ` ENG:. 49121 DATE:., WINDOW DIMENSIONS WINDOW FASTENER. SCHEDULE WIDTH HEIGHT TIO. ANCHORS HEAD/ SILT: NO. ANCHORS JAMB INCHES INCHES) E TE6 35 45 6 PSF PSF PSF 35 45 60 PSF 'PSF PSF 18-1L8" 2 2 2• 2 2 2 2 2 2+ 2 2 2 2 3 4• 2 2 2 2 2+ 2 3 3 25=12" 37-1/4' 36" 3 3 2 2. 3 3 3 49-5/ 8' 2_ 2 2 2+ 3 3 3 36" _ 2 3 3* 3 3 3 52-1 8" 3 3 q• 3 3 8=8" 2_ 2 2• 3 4 4 62" 3 2 2• 4 4 52— 8" 4 q 18 2 2• 3 4 5 12" 6= 3/4" 2 2 2• 3 4 6 38" 3 4• 4 5 tr 1 I e' ETAIL— A OF DETAn_ C d. Ttax nETAir,-s o. f. o M N a u oa o NORANDEX PAGE 10 10 X 1-3/4" P.H_ S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1 V3 T x - w U U 2.437 750 Typ W nouetE S a A HEADER AND SILL SECTION WOOD .FRAME 10 X 1-3/4" P-H- S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING: -- Jul UF ACTT R E: 1 YP. vl 2x ol TER r' # ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.KS. W/1-1/2` MIN. EMBE15M.ENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. CALL1 HSIZEWIDT TYP. JAMB SECTION WOOD FRAME 1/4" MAX SHIM (BOTH WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN HORS NO. ANCHORS WIDTH HEIGHT HEAD/SILL JAMB INCHES) INCHES) 6SSENOTE45 PSF PSF PSF 35 PSF PSF PSF 18-B" 2 2 2* 2 2 2 5-1 2` 36 25 2 2 2 2+ 2 2 2 3 3+ 2 52-1 8" 337 3 2 2 16-118" 2 2* 2 3 3 37-1/4" 2 2 2 2 3 3 36" _ 2 3 9• 2 3 3 52- W* 3 3 3• 3 9 5-12" 49-5/8• 2 2 2. 3 3 38" _ 2 3 3• 3 3 3 3 52-1 .8" 3 3 3• 3 3 3 18=i8" 2 2_+ 3 3 4 62` 2 2 2 2• 3 3 4 52-1 8" 3 3 + 3 4 2• 4 4 5 25-2 76-3/4` 21 2 2 2• 4 4 5 3 3 4 5 52-1 8" 3.3 3 ' 4 5- NOTES: 1 SHIM AS REQUIRED,. MAX SHIM STACK 1/4"• 2) ALL ALUMINUMEXTRUSIONS ARE ALLOY 6063-T5 OR T6. WITH TYPICAL }TALI, THICKNESS OF 0.62" X1-3/4" P.EL S.I .S. 3) USE- HIGH QUALITY .CAULK :BEHI D WINDOW FLANGE. 1/ 2" MIN. EMBEDMENT '=) GLASS; THICItNESS;BASED ON TABLE E1300 GLASS ELEVATION FOR CHARTS, AND MAY VARY DEPENDING ON SIZE. OR SPACING. 5} THE RESPONSIBILITY FOR *SELECTION OF. NORANDEX PRODUCTS70IGEETANYAPPLICABLELOCALLAWS, BUILDING CODES; :ORDINANCES OR OTHER SAFETY eaREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDING''' OWNER OR CONTRACTOR CHARLES A. PA P.E 6) NOTE +INDICATES= .THAT 'EQUAL FASTENERS AT FLREG. ENG.. 4412L HEAD AND SILL ARE REQUIRED. S e- 24 O.C. V E ATI— A, DETAIL— C SASH DETAIL- B. 1 NORANDEX3 t PAGE 21 3/16' TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT # 10 F.H. S-U-S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 7 ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 TYPICALAULKC3UEHIGHQUALITYCITHBEHINDDWWINDOWFLANGE43GLASSTHICKNESSBASEDONTABLEE1300GLASSCHARTS; AND MAY VARY DEPENDING SIZE. ON b) THE RESPONSIBILM FOR SELECTION '0F .1TORANDEXPRODUCTSTOMEETANYAPPUCABLELOCALLAWS, BUILDING CODES :ORDINANCES OR OTHER SAFETY REQUIREMENTS': REST 80LELY WITH THE ARCHITECT; BUILDING OWNER OR CONTRACTOR. . 6) A PRESSURE TREATED.WOODEN:EUCK:OR MARBLESILLSHALLBE.ADDED`UNDER THE PRODUCT TO t FULLY SUPPORT UNIT 'TFHS'SUPPORT SHALL HEFIRMLYATTACHEDINlOMASONARYANDSUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIEDBYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSIAT28DAYS. ALT. HEADER SECTION 6) NOTE • INDICATES THAT' EQUAL FASTENERS ATH 13LTYP. 2 BY BUCK i LE®A B.O.A.I'.- 3/16" TAPCON ACTUM NAM: W/1-i/4" MIN. EMBEDMENT _/lln?Q4Ni FY SEE ELEVATION FOR ANCHOR SPACING) MASTER FYLE # a I CALL SIZE WIDTH 1 _ n.. 0 f A r• BY BUCK O 2 BY BUCKTISHIMTYP. JAMB SECTION TH JAMBS) 1 BY / 2 19Y BUCK D SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN/CHORS N0. ANCHORS WIDTH HEIGHT HEAD SEE NOTE 8 JAMB INCHES) (INCHES) 35 45-60 35 45-60 PSF PSF PSF PSF 19-18" 2 2s 2 2 26" 2i Z 2 37" _ 2 3' 2 2 53-1 8" 3 3• 2 2 79-48" 2 2• 2_ 3 28p 2 38-1/4'. 2 2+ 2 3 b9-1 8" 3 4- 2 3 19-1 8" 2 2" 2 3 3 2 3 3 37'_ 2 3` 3' 3 53-1 8" 3 4" 3 3 2,.. 2, 3 4 28-1/2" 63` 2 2•— 3 4 37` _ 2 3y 3 4 53-1 8" 3 4f 3 4 19-1/8" 2 2• ' 3 4 28-1 2" 76-3/4" 2• 3 4. 2 4 53-1 8" 3 4 3 4 10 EFL S-bLS. W/1-1/2" MIN. EMBEDMENT S SEE ELEVATION FOR x ANCHOR SPACING. CHARLES A 'P N, P..I- FL REG. ENG. # , 49121 DATE: 12/1:r/Dl '" MAXf R 9 h0 43 k Wk y 9 q 4 Luz uNrr mvicec W e c b HBAD Yl - 24' 40- MAXI 5. DETAIL—C DETAH —B o._ NORANDEX PAGE 9 3/16" TAPCON WITH A OMIN. 1-1/4" MIN. EMBEDMENT A SEE ELEVATION FOR ANCHOR SPACING. d d 4 4 I 750 TYP 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT LESEEEVATION FOR ANCHOR soAn— NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/42) ALL ALUMINUMOREXTRWITHUSIONSAREALLOY6063—T5PIWALLTHICKNESSOF062" 3) USETHIGH Q ALITY CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED ON -TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORA1dDEX PRODUCTSTOMEETANYAPPLICABLELOCAL, LAWS BUILDINGCODES, ORDINANCES OR OTHER SAFETY REQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDINGOWNERORCONTRACTOR6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILLSHALL, BE ADDED UNDER THE PRODUCT TO FULLY .SUPPORT UNIT. THIS SUPPORT -SHALL BE THEPRODUCTOVERTTSMLY ATTACHED INTO MFULL LENGTHD{SUPPLIED 4rnBYOTHERS), 7) CONCRETE COMPRESSIVE STRENGTH 3,000 PSI ALT. HEADER SECTION AT 26 DAYS. TYP. 2 BY BUCK CENTRAL FLORWA g,O.A.F. l. soo MANUFACTURERN. 3/ 16" TAPCON W/ 1-1/4" MIN. EMBEDMENT M TL''R SEE ELEVATION FOR FOR ANCHOR SPACING. 3 D D D SEE NOTE 6 HEADER AND SILL SECTION Tn'• 1 BY BUCK T v CHARLES A. ' PAG P.E. FL REG. ENG: 9' 49121 DATE: 3/21/02 ON ICK 10 F.H. S.M.S. W/ 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. uax mm wanu rm r Iwo - s e ea a.c " A DETAIL-- C SASH OF f DETAM—B 1 M 1A Mf DADE NIIAMII-DARE COUNTY, FLORIDA METRO -DADS FLAGLER BUILDING BUILDING CODE-CD,NIhLIANCE OFFICE Ml:1RO-I)1[)I; I LAGLEI2 13UI1,1)INC; 140 WI:Sl' I-I.AGI,EIt S'1•lt1iI: I', StJi'I•t', tGc33 MIAMI, FLOIZIDA 3313(l-I563PRODUCTCONTROLNOTICEOFACCEPTANCE, (305)375-290I FAX (3u5)375-29()s Prenidor,Entry Systeclts c:oxrrt•Lc-Ic)rt I.tct: ;tic: sr:c ric). 91 I E. Jefersotl, P.O. Box 76 (105) 375.25z7 Pittsburgh ,KS 66762 DIVISION 305) 375.29GC, FAX (105) 375-29(is I2OI7[:C'I' C:O:Y'1'T2Ul, !)It'I510 105)375• 902FAX(10)372•6339YourapplicationforNoticeofAcceptance (NOA) of'. Entergy G-8 S-W/E Inswing Opaque Double w/sidelites Reside>itial IrlstiI tted Steel Door under.Chapter 8 of the Code of Miami -Dade County govcrnint the use of*.%lternate N'titerials and Types of Construction, and completely described herein, has been reconlnlended for acceptance by the ivliarni-Dads: COLInty Building Code Coinpfiance Office.(13CCO) tinder the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure ibis product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if.it is determined by BCCO 'that this product or material fails to meet the reduircn.ients of the South Florida Building Code. The expense of such testing Will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-031.1.24 ,r EXPIRES: 04/02/2006 Raul xodngucz Chief Product Control Division THIS IS THE COVERSHECT, SEE ADD-ITIONAL PAGES FOR S'i CIFIC AND GirNERA1:, CO!NDI'I•IONS BUILDING CODE & PRODUCT REVIEW CONIiNIITTCI 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 Nliami-Dade County, Florida under- the conditions set forth above, APPROVED: 06105/2001 I - i Francisco J. Quintiina, R.A. Director Miami -Dads: COL111t%- l3uildin- Cody Compliancc Office 11sO45D0011pc200011templateslnotice acceptance corer page.dot Internet mail adtlresti: 1)ostm:cstc>"ubuiltJinrcaticnnlinc.cgm`a' Licnnclra;: http:/h nar.buittlirtl;codconlinc com Premdor Ehtry Systems ACCEPTANCE No.: 01-0314.?4 APPROVED JUN 0.5 2001 EXPIRES Aoril0Z 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acccptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the, locations where the pressure requirements, as determined by SFBC Chaptcr ?3. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enter-N, 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witlt Sidelites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENNI-1, Shects I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer,, dated 7/29197 with revision C dated 01 /I 1 00, bearing the Mianii-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.singlc door only, as shown in approved drawings. Single door units shall int lu.de all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non-liabitable areas where the unit and the area arc dcsi,,ncd to accept «vatcr infiltration. , 4. INSTALLATION 4.1 The residential insulated siccl door and its componcnts shall.be installed in strict compliance %vith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit ` •ill not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection sysicrll. a. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: " Miarni-Dade County Product Control Approved 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the follow, ing: 6.1.1 This Notice of Acceptance 6.11.2 Duplicate copies of the approved drawings, as identifcd in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O tcial or the South Florid' uilding Code SFBC) in order to properly evaluate the installation o ii s stem. Manuel erez, P.E. Product Con rot xanliner Product ntrol Division 2 Prcmdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN O 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CON'DITION'S I. 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, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of [his Acceptance. 3. . Renewals of Acceptance will not be.considcred 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 clianges. b. The product is no longer the same product (identical) as the one originally appnowcd. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and sealed the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, and/or manufacture of the product or. process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory perforniance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by thc.cxpiration date maybe displayed in advertising literature. lfany 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 avai.labie for inspection at* the job site at all time. The engineer needs not•rescal the copies. S., Failure to comply with any section of this Acceptance shall be muse for termination aid removal of Acceptance, 9. This Notice of Acceptance consists of pages 1, 2 and.this last page 3. END OF TIIIS ACCEPT ti Manuc[ crez, P.E., Product Contro - . arnincr P.roduc Control Division 3 in, x r LONGr PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) 10 • {I/r MIUM1gM [[MM'a•ENf ALG21 Ca KtC 1 sll``. f]1 Re y.Y1 1 I/2' MIN4WN CNIEWQMi MD 1/2. yr MAX 37MAX74' 37 I/4• r--MAX MAX M~s " . MAX AAX •. NAt 1• MAX g. "A . MAX MA: is, 13.G is' G.C. 13• C. Is' aC. IS' DC MAX MAX MAX MAX MAX . MAX MAXI MAX MAX I CL INEoIF\ t7 1/2• MA%II III i 11 ,B. O. G SPACING 17 1/2• MAX iB.' G.C. a.C.. SPACING j 171/ ' MA% O. C. SPACING IS- [1.G faC. 1 SPACING j8' aC. 6' % ENI - ls, aC. NaSrIs• D.C. NAX MAX MAX — 43 11/16ta- IF 'DR rMX7• rlws— to € [ P LDCK [51 Ix CN31 WSIDC .MMI A i 22' X L. 1 5 li2 i MAXl I)LG I _11 eo i• OC+rti• DG OC15' DCs' NG+IS' O.Gl MAXMAXHAXMAXMAXMAXMA% -- I s' HAX. MAX f' J . •MAX _ i• xs ,,,, x x. c Lrj. 7{ Va, . C LOW, ST Cs SCC Ran ATTACH ASTRAGAL THROW BOLT ID x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 610 x 1 3/4' HOLES FLATHEAD SCREWS ` NOTES: LJ WOOD BUCKS BY OTHERS. MUST BE ANCHORED - 1B x 1 3/4•• LONG FLATHEAD PROPERLY,:TO TRANSFER.LOADS TO THE :STRUCTURE. SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. L.H. INSWING R}L INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING, ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY t Pr:OtiEOASCC/nuD 1 h. ine STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE U RATINGS.G. SOUTH FL qq A',:a,rnNG CODE JU U 3 LITI DOORSYSTEMISANCHOREDDIRECTLYTOCONCRETEV)IERE VhTER 1NFILiRA11DN VHCRE VArER INFILTRATION OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL' EDUIRENENT IS NEEDED [ REDUIRENENT IS NOT NEEDED By ONE BY WOOD BUCK. itiv p x PMoou C0.viaOL 6PASION 3. ALL ANCHORING SCREWS. TO BE 910 WITH X sU! t.,000c cCPLIAACFSOF.c CAILIANCEOFFMINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AUILOV. rCODE OR 3/16' PFH TAPCONS WITH 1 1/2'" MINIMUM EMBEDMENT X UNITS. SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTOMASONRY. OVERHANG SUCH THAT THE ANGLE BEIVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS IHAN 45 DEGREES. UNLESS UNIT is INSTALLED IN APPROVED' SHUTTERS NUN -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c I DACE OMrT MDmnCAUDNS Avao -0 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE LUUM- KISS I01E1 rIX at : ur .: P r M 1 he.,. ii JAMBS AND SIDELITES. C112MM, MESS 1011t sit an IRL A goo mMEa IZXa rnxrlanArirxt lun"I 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE FNrINFF*Ri Nt v1i S Na 3t ORNERS ARE COPED AND BUTT JOINED. iR 9t - - is a • T. YJl : S. Y.T.S B. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M N Y Y I M INHIBITIVEPRIMERPAINTWITHADRYFILMTHICKNESSOF0.8 TO 1.2 141L. 31-1029-EW-[ 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ 9BG VATER- REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF O.B'TO 1.2 MIL. 9/16' GLAZING DETAIL SHERVIN VILLIARS 850A EXIERIOR GRAVE LATEX CA[!LK rX]ERlkl]R 112' GLASS BITE 1/8' TEMPERED GLASS INTERIOR INSWING OTHER, CONFIGURATIONS 111 1..' - Max m yr MAX 7,• Max LWIM7 .o an X& 74 ]/,• 74 3M• NAXMAX MAX I---— e- I{ 77 In . HAXum z APPROVED AS COt.,PLYING tViTH TtiE FL mf[.' Qfjtp nUIL01N If [SS gttE fdC qL J ( J ry [tI0b126 n([ST iIII[1, 516 L DA0 CODE DA " 8T - PROUD CW DL OMSION PREMWWRYE BUILDINGCODECOT.lt'M -OFFICE 11 L-011 ACCEPTPt: C£ NO UT—C 3/y.nuslK ale coxx7lCauou _ sa, „ s i- IU29-EV-1 SHEET 2 OF 6 F— w- c L-- MAILRIALS LIST 2 BY WOAD BUCK I II 5 6 7 eo 11/16' MAX ' INTERIOR 79 5/16' MAX SECTION B I3 EXTERIOR 1 1/4' ITCH NQ. pESCRIPTi(1N PART NUM DEW SILICONE #995 LIHIIL DOSS Id C112USIOt5.1pm p 17 N APPROVED AS CO1tPLYUIG VAT" THE TM I'll 1"16 E PREMDDF6Y PRO IfTROL DIVISION 9111. JETFCRSm BUILDING CODE C06!PLLANCE OFFICE PRISBIIR(, KS 61 ACCEPTANCE NOP- D 31 y. 2y LT141.1aT . I-1029—EW—I SHEET 3 OF 6 RCVISBW LCITCR g . 1-2 BY V/OOD BUCK 1/4' SHIM MAX 3/4" 5 INTERIOR 79 3/16" MAX 80 11/16" MAX a 24 2 BY WOOD BUCK SECTION C-C 1 1/4' EXTERIOR PLEASE SEE "GLAZING DETAIL" DRAWING 4'31-1029-EW-I SHEET 2 OF 6 1-1 1/4" DOW SILICONE #995 LINIM [W LzrRu irw: APPROVED AS COAiPLYN7G 4A7TN THE OSOUil1)V ABUILDING00 - rJN PREM 81' P;tM r IRRDL DIVISION 711 L Alf 6UROING CODE CWPI fANI.A PIrISSM. 1-1029—EW—I SHEET.4 OF 6 RCVISIDB LCIIER D 1. I . OTHER DODR Cf EI URAT IH 1S I.t IT Tamar N Itl H P.w it Ut' M r Y Y w Y W X. . r w Ir Sr ]lam. b' R`uG l tl° i tl. C u • r ny i. W w i' W •`• a 1 1 ]• pC >DC. R L G YWO ;G T r W 1 a l Dr'C 3[ 1-1Y OL 1]-vC IaL , c 1 1 1 1 r G% VKWG _ y - ° r +4 1 1 YI 1 1 w 1 1 e vwc oL PKDi - 3aTK _ v .n• ...a o — a nna• oc o ri. ° v yr ... uc aris 1 1 Wa ° p n.u• a a.u• ° . ac a.cl.c w •w L R t w W 1 1 1 . 1! 1 1 1 1 - _ W r w . Y w `• w w 1 1 1 1 ra Yw YW W 1-.. ..V i wa w . W-I SW T•wL tl. a arlL W D WW''O 4LSw°C1 tlyL w ra . 111- - JJJJ LLLL w r oil APPRU. TD AS COl4ALYING WTN THE A( lI DLRLDWr, CODE J U" OD. E0.CTc av n r rRODU T . NTnOl 1)A9SIDN911 DUILDWG CODE C061PLlAlxc OFF FII ACCEPTANCE N0. 01- o:r ty, ? y x VISI@LS IT SCALG• 31-1029-EW-I SHEET 5 OF 6 RIVISM LITIER OTHER DOOR PANEL STYLES36" MAX 79 /16• oo ®e® no oon MAX Qd U BOB on 0110 y Qa a0 0® a4 Don pno 41ANK -PANEL 6-PANEL 4-PANEL 9-PANEL 10-PANEL t8-PANEL s OTHER SIDELITE STYL • ES 36" MAX 79 f ' SL-10 SL-20 EL-30 • SL-60 SL-50 ' SL-500 SL-69A SL-69B P-1 PD-Q PO-3 PD-4 PO-5 P-6 PD-7 PO-0i FLUSH R-PANEL CROSSBUCK Doi 000 00 o D 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROW V/SCROLL EYEBROV V /SCROLL SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A SL-909 SL-90C PD-9 PD-10 PD-11 PD-12 PD-13 PD-14 PD-15 r/r n u u i I! u"r : ur m w ii w us II II t1.1 Irl '' rl Ii IU nr Ilr i l1 i1 %1 iPD-31 PO-32 Q Q n o 0 aaa aaa aaa n o0 Pp-35 PD-36 P-37 PD-38 PD-39 PD-40 PD-41 PO-42 PD-43 PD-43A d dQ O d S-PANEL S-PANEL F YE BRO V I SL-30B SL-30C SL-70 SL-80 PD-16 PD-17 3 m 0 0 o PD-33 PD-34 i uQi a m n 6 1 IUIIU • uau5 WILD, 511 OHL IILY yaGlUEERlfk RI41S091S DAI[ BY PART IW.PRENBOR BOOR LIPIJUNS d R MD ENTRY SYS EhfS L.[ ff" 31-1029-EW-I PD- 43B HSa1R rl(U476z SHEET 6 OF 6 IIYISM MI R e " M I A M 1•DADE PRODUCT CONTROL NOTICE OF ACCEPTA'NCE Prelitdor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 MIAIMI-DADE COUNTY, FLORIDA Iv1ETR0-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE MMIZO-DAM, FI:AGIlik 13UII.I)ING 140 wliS'r)'I.AaI.I:R S'I'RI:I('r, SUrI'li IGo3 M1AMI, F1.01t11)A .13 ]30-15G3 305).3,75-2901 FAX (305) 375-29Us CO I•IUC."I' )i2 I,lcl:tii tic sl;c-ric) 30) 37:•2527 1:AN (30) 37i.25 tti C: O.l"I'It lC'I'Uft 1:F'C)ILC:I{11{,\T Ix vis1Us 3U5) 375-2'IGG F,LN'(.IUS):175•,yUx PROM: M, C:C).N-I'MIL DIVISION Your application for Notice of Acceptance (NOA) of. (305)375.e)u2 FAX (30)372•63.17 Entergy 6-8 S-W/E Outswing Opaque Single w/sidelites Residential Insulated Steel Door under Chapter S of the Code ofMiami-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 CountyBuildingCodeComplianceOffice (BCCO) cinder the conditions specified herein. This NOA shall not be valid after the expiration•date stated below, BCCO reserves the right to secure this productormaterialatanytimefromajobsiteormanufacturer's plant for quality control testing. If this product or material fails to 'perform in the approved manner, BCCO- nay revoke, modify, or suspend the useofsuchproductormaterialimmediately. BCCO reserces 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 BuildingCode. The expense Of such testing will. be incurred by the manufacturer. Gig `" —' kCCEI' TANCE NO.: 01-0314.21 EXPIRES: 04102/2000 Rant ltoanglicz ChicFProduct Control Division THIS' IS THE. COVERSHEET SEE ADDITIONAL PAGES FOR SPECIFIC AiND GENERALCONDITIONS BUILDING CODE PRODLICT REVIE«' 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. Francisco J. Quintana, E.A. Dircctor Miallli- Dade Countti' APPROVED: 06)0:)/2001 13uildin, Codc Compliance Office 0450001\pc2000\\ templates\nodce acceptance cover page.dot Internet mnif luldress: Itostnutste r build ill (,,Cod Coll liIle. C0111 IInnicna!c: lion:!/tt t tr.buiWin ornrlr•nnIinr_r.nrn Prenidor Entry Systems ACCEPTANCE No.: '01-0314.21 APPROVED 5 Lvv1 EMPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE LI This renews the Notice of Acceptance No. 00-0321.23 which. was issued on April 28, 2000. It approves a, residential insulated door, as described in Section 2 of this'Notice of Ac•ceptancc, designed to comply with the South Florida Building Code (SFBC); 1994 Edition for Miami-Dndc 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 Outstiving Opaque Singld Residential, Insulated StceI Door with. Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance Willi the following documents: Drawing No 31-1020-EW-0, Sheets _I through 6 of 6, tithed "Premdor (Entergy Brand) Wood Edgc Single Door with Sidclites in a Wood- Frames %with BumperThreshold (Outswing),' prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing, the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dide County Product Control Division. These documents shall hereinafter be referred to as the approval drawings. 3. LIMITATIONS 3. 1 This approval applies to single unit applications of single door only, as shown in approved drawings. 4. INSTALLATION 4. 1 The .residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4. 2 Hurricane protection system (shutters): ' 4. 2.1 Door: the installation of this unit will not require a hurricanc protection system. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. 5. LABELING 5. 1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and followingstatement: "Mianii-Dade County Product Control Approved 6. BUILDING PERMIT REQUIRENIENTS 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 Acceptance, clearly marked. to show the components selected for the proposed installation. 6. 1.3 Any other documents required by the Building Official or the South Florida Building Code SFBC) in order to properly cvaluaic the installati n of this system. Manuel Perez, P.E. Product Con irol •xamincr Product ontrol Division Premdor Entry 5vstems ACCEPTANCE No.: 01_0314.21 APPROVED JUN 0 EXPIRES _April' 02, 3006 NOTICE OF ACCEPTANCE: STANDARD e EONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been sledandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years. I. Any and all approved products shall be permanently labeled v.,ith 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 thisproductandtheproductisnotincompliancewith'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is, no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, and/or manufacture of the product or process shallautomaticallybecauseforterminationofthisAcccptancc, unless prior written approval has been requested (through the filing ofa revision application with appropriate fce) and granted by thisoffice. 5. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory perfomiance of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvcrtising.litcra.turc. If any portion of tlhcNoticeofAcceptanceisdisplayed, then it shall be done fn its cntirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for terriiination and removal ofAcceptance. 9. This Notice of Acceptance consists of pages 1, ? and this last page 3. END OF'I HIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc "ntrol Division 3' II 7. CE IN 9. rKLMllUH . (EN EKbY BRAND) WUQD EDGE SINGLE DOOR WITH SIDELITES IN WOOD FRAME" WITH . BUMPER .THRESHOLD OUT.SWING) 100' MAX 4' MAX 4' MAX 'MAX 4' 4MIAX---- 4' MAX3' MAXMAX 3' 4' MA riAx C 14'3' MAXMAX4' MAX OI IsL r 15' 'MAX III II 15 pl4T PCI HEAD LNSIL L. (fi1DPERCyL14 ' 4LTERNATE: 3/16' PFH TAPCONS d1 1/2' MINIMUM EMBEDMENT 1/ ' x 2' STAPLES t _E_E, NOiE 5) MAX i 43 I /i6' IS'IMAXMAX TOP OF DOOR Q f/. A• G TO 4 OF LOCK KVIKSET DEADBOLT MC pGL bbp SERIES DR NARLCC pEADBCl1 164' MODEL 029' 2' 15' DLOET. t E30 I /16' A MAX KViKSCT LOCKSCTJ I MAXIS` EL MODEL DL2Dp SCRIES OR HARLO LUCKSCT O.C. IN jfIs. ar luARxx 15' MAX O.C. Mnx 6' AX 14' 1'4'. 15' MAXMAX MAX MAX- MAX T p Is 4' MAX MAX 3' MFlX TAX MAX NOTES- 3' MAX 3' MAX 1 WOOD BUCKS BY OTHERS. MUST BE ANCHORED 41 MAX— MAX 4' MAX MAX. ROPERLY TO TRANSFER LDADS TO T14E STRUCTURE - 08 x 1 3/4' F.H.W.S9THEPRECEDINGDRAWINGSAREINTENDEDTO FOLLOWING INSTALLATIONS. 3) PER SIDE FROM VOQD FRAME CONSTRUCTION WHERE DOOR YSTEH iS ANCHORED TO A MINIMUM TWO BY WOOD JAMB INTO THRESHOLD PENING. MASONRY OR CONCRETE CONSTRUCTION WHERE R31. QUTSVING L]L OUTSWING OUR SYSTEM iS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCT4ON WHERE OR SYSTEM IS ANCHORED DIRECTLY iO CONCRETE MASONRY WITH OR WITHOUT ANON-STRUC TURAI VNCRE VAICR IIGILIRArION WHERE VATER IfQILiRh(IfYI 4JE •BY WOOD BUCK DUIRCMCAf IS NEEDED s REWIRVIEW IS ITN HEEDED APPAOVEDA5COSI-IYD;GN11'+, lrc ALL ANCHORING11/2' SCREWS i0 BE LTD SUBNIMUM112' EMBEDMENT INTO WOOD SUBSTRATE ' r 1v t x SWTH PffWA DUILOINO COD= t PFH TAPCONS'VfiH'1 1/Z' MINIMUM EHBEDMENF TO I Wi1S SHALL OAT _ .1IUUNN MAMASONRY. RUST BE INSTALLED v1TH 'HIAMI DADC COUNiT SHUETERS BE INSTALLED ONLY Ai LOCATIONS PROfECiCD BT A CAMPT OR DVEAHhAG SLCH IHAI IIC'htrLE BCIYECN TIC EDGE 6 CAHWY OR DVERIvafUNiT ip SILL IS LESS 1WiN A5 MCRECI 4+LCS5 UNIi IS INSTALLED IN OY PaoO 7C RROLPROVED' RaTHREESTAPLESPERSIDEJAMB1Ni0HEADER [M SIDELITES NON•HABITABLC AREAS. VHERE THE UNIT AND IK AREA ARE DESIGNED'iD ' 6UtLW4 COO_ CONIPLIAACCFFi."•c iD DOOR. THREE STAPLES PER JAMB INTO BASE ON .SIDELITES. ACCO" VATER INFIL TRA TIOK ACCEPTATICE HO. 01 03 1;- Z r LATEX SEALANT TO 'BE APPLIED AT SIDE BT"SIDE MBS AND SIDELITES. cw n wenlu+ma '. DOOR/ SIDELITE HEADER, DOOR/SiDELITE JANBS, AND SiDELiTE BASE Imispuu mtitx zc xr icwe a . 00v r RNERS ARCCOPEDANDBUTTJQINEILISamltII01001m4Ipiwanr , t,.rL[s :.,,1 P DOORSSHALLBEPRE-PAINiED. WITH A VATER-BASED EPDXY RUST r rat IIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.9 W1.2 MiL FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ MD IR,Y SYS it 31—l020-EW- TER -REDUCIBLEWHITEPRIMERV(iH A DRY FILM THICKNESS QB fq 12 MIL n Lrr SHEET5 X. S`rDAU1` wi - GLAZING DETAIL SNERVIN VILLIANS 059A EXTERIOR GRADE LATEX CAULK E3 EXTERIOR INTERIOR 112 ` LASS BITE 9 1/8• TEMPERED GLASS SECTION A -A ----cox` ----- O U T S W I N G OTHER. CONFIGURATIONS MAX 68 HAX MAX APPROJcCrAS CoIApLYING S•ATH iNE • ureE @d1rT rAOIiICA1XBVS 5CN(fN Is779 0 a B AOOLOP b11- V Il Q Jam•)^ q06 IAIt[ArBB sit- rLLI:Emil. R. NG •90 smu IU lttC iXrv[S i BY Y PROM) T ITR(l101`l151011 IV 1ppi . µ ' 1 - euriotNGCaoGcrnsPuulcr of a mt D RY Y 1-1020-EW-0ACCEPTANCENO. 01- 03 1 v. L 1 111M -a: PEET. Z Of 6 HMBBUIRI C 3/ 4' F. 80 1.1 / 16' MAX EXTERIOR 79 5/16' MAX l 1 SECTION B-B eAKI NUM LR. CDMMENiS17lD , WOOD HEAD JAMB EW-12 I I/4' X 4 9/16' MTL. TO BE PINE OR EOUIVAL(RTOCOFtPRESSIONWEATHERSTRIPW- q d {($ R N RAND XS q 650 (R N11/4" WOOD STRIKE JAMB W- 11/4' X 4 9/1G' MiL. TO BE PINE OR EQUIVALENT4DALUMINUM -BUMPER THRESHOLD EW-13 PREMDUR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16,' Q TOP CHANNEL EW-05 PREMDUR BRAND - l 11/16 - 20 GA STEEL6SiSKIN26ga. Dif rl4 -.UOD) ' >uaxIR am Dlm(s rte R(( nN Q1)A7 a . HAN F AM R BASF FOAM - DENSITY 2,D TO 2.5 lbs./Ft' B BOTTOM CHANNEL EW-04 PREMOOR BRAND - 1 11/16- 20 GQ STEEL9OWOODLOCK. BLOCK EW-OB 4' X 9.1/2' MiL. TO BE PINE OR EQUIVALENT10STRIKESTILEEW-07 15/16' X 1 11/16' MTL if] BE PINE OR EQUIVALENTitHINGESTILEEW-06 15/16' X 1 11/16' MiL TO BE PINC OR EQUIVALCNT12LOCKPREPFILLER. PLATE EW-09 PREMDOR BRAND - .050' THICK- MTL, Tp BE POLYETHYLENE134'x4' HINGE EW-15 HAGER BRAND HINGE OR EQUIVALENT- .014WOODHINGEJAMB 97 THICK (STEEDr_ 1 l!4' X 4 9/16'. MTL- TO BE PINE. pR EQUIVA( CHfI5p10z`3/4' F.HWS. ( 4) SCREWS PER H114GE INTp 0Q0R INTERIORj 16 A 10 X 2" F.H W $• 6) SCREVS r1INTERIOR1®' x 15' ELREAFTER UTE TAX INTO SiDEU11. 4' MVn FRUIT I70I1LYSYIKINIKIr41iAOCtI (R I6' PTN tAPCW6 ylKDW4A I CK xi R[iER i0 EICVAiiQN VIEW, FDR A SCREWS USCD AND LOCAfITBi$ 1 STDELi1E WOOD STILE EN-07 15/16, X 1 11/16' MTL TO BE PINE OR:EOUEDA ND L 19 AB x 2' F.HWS: (2): SCREWS AT EACH STRIKE PLATE LOCKSETKW1KSEi BRAND 200 LUCK OR HARLOC BRAND.100 LOCK 1 3/4s 910 X 13/4' FH.W.$. (5) SCREVS 11 MGH NINGE TAHp J MA% I ' [IC_ THEREAFTER NTO 31DELIiE JAMB, 6' DOVH FRM i1P 10) SCREVS UMMN STRIKE JAHB INTQ SIDELiTE JAMB, 4' WiVti fR@t 1 HAX 6' O.C. THEREAFTER 4 4) SCREVS 1tDtOtx71 EACH NINGE 1RIU. Dot yDIB 1 / 4 WOOD Si ELITE JAMB 22' X 64' SINGLE PANEL GLASS EW-iB EW- 19 i I/4''X 4 9/16' MIL. T4 BE PINE OR EQUIVALENT 1EH E EGLASINPOLYPROPYIC1S[DELITETRIM (WOOD) WOOD CASING EW- 20 FR A v C-1643 - (t3OL- 5/16 x I/2• MTL. TU BE PINE EIR EQUIVALENT W[IOD SlDELiTE HEAD JAMB EW-21 ue : P MT( O E PINE R EAUIVALCNT — TENS ARE HpLDINGS, SE TUR SIDE BYSIDEJAMBS' AS.HIRUDNS WOOD BASE EW- 22 1 1/4' X 4 9/16' MTL Tp BE p(iTE OR EQUIVALENT OPYLEIDELIE POLYPROPYLENE LITEFRAMEEW-23 , C-1643, ODL-2 1 1/4' X 4 9/16' MiL. TO BE PINE OR EQUIVALENT HP Pol roPY l YP by 0 R6X 11/ 2' PAN HEAD SCREWS PIN NAIL e n e pDL 10 PER FRAME tU E7(CE DCM' OL it1ER AFTERN CUM IIAIL, 4• IN TRW( I DOW SILICONE 995 U) 9, t1A7t g• OC. tigRIYiCB, IUD (IT M(jpg1S MIT TRIM lIN1iS iRXE55 MiiCO, I R CCC DHLE55 HIIlE0, SIQ Mi1. i0.'S LINUI AHfi B DADSEo( RriT MQQIFIcantiNs. 17 t E ) A UR DDED PAGE 5 ( DOOR OPTIONSpow PIET APPRtTrwAS ce1eFLY vATi)r,D BR 0T IV": RCVISI[ 0t5 T of E H F u 5 D O E DY OA _ _ PREMDQR ENTRY S S[ MS IIIIi'L: , - ) PR00 ,ttxot. oms,oN OURDRx3 CODE COLIPIJANC.OFFICE 911 L Iff (RUN PH i SM, m 66762 31--.10 2 O. — E W -- Q SHEET OF 6 ACCEPTANCENO 01-031Y.2TREVISIBHLETTER0 7 •+..•.: 6 79 3/16" . yTERIOR MAX 80 11/16" MAX 64 z3 MAX DLL -EXTERIOR PLEASE SEE "GLAZING DETAIL" RAWING ,#31-1020-EW-0 29 SHEET 2 n 6 ;• 1 3/4" .r g 1 1/4 24 _ DOW SILICONE #995 2 BY WORD BUCK " it OAO49/16 LIHITS: UNLESS' NUIEO, I m CUUNTT neat JO 17 CYIRUSlW KfSS TfOTCO, SIQ•ML IUL 9 RSSCKMIFICATIUNSETO j\\ PFTiCN(-Zi,aCGt.I?iYING LNTH 7HE. C -- sounlry j OR. ETR. PAR llaa =RCVS Tp LIFC FGM[ t Iu17CRlal LIST RCVISI IS. la- -ve R 2-1a-97: 1 I BT V E . OhTE - 9T OA E _ PREMDOR ENTRY SYSTEMS 11 i r zcALEI T3o ; TTSIII M510N 91 E. J[FTERsm 31—(11.0' 2 o - E W — pBV'lO..JG CO^, COUPLL•.IICE OFFICE PIIT$OURG, KS. 6(iT6l SHEET 4- OF 6 REVISIWi ICiT[R U L' HAXJ — MAX 1 7' HAY 7' MAx ox. tao 4• MAX 4' MAX A' MAI 7' MAX 15. 7' MAX II 1 is• MAX Is, 4' MAXa.c 13' MAXar U' MAXlu 17' MAXGL 17' MAXac. 1s is II IL14'J, MAX 6' MAX 4' MAX J' MAX Y MAX 4' HAX 4' MAX t-1—xE uu IUUNH I IUN1 EB 3n' MAX Mnx ......—.. 1-'i'—v Hnx X0 nAx 4%TYING VATH THEMAXt:OVTH FiIyi }X b"T.1'2tf7• MAx GAGE .7Uf1 lU1 1LLiu/l MAX' 11, PI raoolr T argot olvlslow 911 1,UIlULMG COC1E IPLIAI Cg GFFt (; PII Ai CEPL4Y E F:,1.O t- O_ 7 r_ y=J T 1 R[YISRRIS DiliC BT 31-1020=EW- SHEET 5 OF 6 RCYISRW FETTER i U i H L K DUUK HANEL STYLES36 MAX 9 o Q o 0 Qa 00 olio ®® MEX ® U 00 ono ® t7 I BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL4-PANEL 18-PANEL FLUSH 8-PANEL OTHER SIDELITE STYLES 30" I ['MAX o uou Q Q CR03SBUCK 12-PANEL 4-PANEL EYEBROW 79 0p p Q a SL- 10 SL-29 SL-30 SL-60 SL-50 SL-50B SL-69A SL-69B SL-69C SL-25 SL-SS SL-30D SL-40 SL^90A an go g g P11- 1 PD-2 PD-3 PD-4 PD-5 PI1-6 PD-7 PO-8 PO-9 PO-10 PD-II PO-12 PD-13 FEM a PD- JB PO-19 PO-20 PO-21 PO-22 PD-23 PO-24 PD-25 PD-26 PD-27 PD-28 PD-29 PO-30 Q cc° u1O15IIltS U l[SS h9Jt9. S1L p ENFINfFR• o ° d Qo °0° o . n Q R ffm PO-35 PD-36 PD-37 . PD-39 PO-39 PD-40 PO-41 PO-42 PO-43 PD-43A PHIS IEM . I, PD- 43B oa dQ 5- PANEL 5-PANEL V/ SCROLL EYEBROV V / SCRI$.L Q • uQ 4q. qp 5- PANEL S-PANEL EYEBRBV i a p SL- 908 SL-90C SL-3O8 SL-30C SL-70 sl-na PD- 14 PO-15 PO-16 Pp-17 m U Pp- 31 PD-32 PD-33 PD-34 ITr _. •. r _ -c 31- 1020-EW-0 SHEET 6 OF 6 iPalfVl Ltllu F a Waun WINDL OA 0 SPECIFICA TION 0 / 08 Inalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 810.0 9'-0' MAX WIDTH x 14'-0* MAX HEIGHT STYLE: QAi(zPn PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NLQTE S. 13 CA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND RE I CARDING THE ADEQUACY OR INADEQUACY OF THE: GLASS IN HORIZ TRACK - THE TEST SPECIMEN MAY BE 054" DRAWN FROM THE TEST." (199.3 ASTM E330). 2. GLAZING OPTIONS — TOP OR 2) i/4--20x9/I6`- INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST wr* OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. DRILL .281 OR 9/32"0 4. U—BAR TO HAVE A MINIMUM HOLE IN TRACK FOR YIELD OF 80 KSI J8-US BRACKET ATTACHMENT 7— 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION 6.. OPTIONAL .080" (MIN) EXCEPT TOP BRACKET ROLLER P/N 125139). ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 5/1.6x1 -5/8" 8. THE DESIGN OF THE LAG SCREW AT EACH SUPPORTING STRUCTURAL is -us ELEMENTS SHALL BE THE BRACKET a0l RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ..FOR THE BUILDING OR S,T,F b0'j-&RE ANDre- .! - . VERT TRACK—, IN ACCORDANCE., 01 T;H,,rP,9RREN T 054" dL BUILDING C 0 Q E! - FOV eT'bADS LISTED ON 1/4-20x9/16" TRACK E30LT & 1/4-20 HEX NUT AT EACH JB US Approved: BRACKET Ws mijon. P. 3395 904SON 0k. PEN L,I' FLA2514'-- Fl:6RlOA'MTlRtAh6Nfti0_. 0048489-- s: ; , CEORQU,fOTJA ON Dbte: :3y,-7 5``.OYIN Op T101V C00c. I?E-V- P WIV 9' x 14' MAX 44.PSF 1 OF 4 EN 1/4-20xg/16" TRACK NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET------ P/N 108077) 5) 1/4— 5 TEx 3ceEws P/N 141668) 4 GA vwD[ BODY HINGE SELF- THREADING SCREWS (P/N 100320) SCREWS 0L END HINGES 20 GA '--_--_ WIDE BODY HINGE P/N SEE EUUL OF wAT'L) E. P/N 05 Aoomvod. 3395 ADoISox OIL, PENSACOLA, FLzno FLORIDA CERTIFICATION NO. OOQ489 GEumGLAcoRTIncumxNO. musm NORTH CAROLINA CERTIFICATION NO. 023836 C- I`" —.—~ y U-BAP OCA TIONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 1 I 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS ` LOCATED AS SHOWN D° 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN F q 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 l` LOCATED AS SHOWN I o If • f / ` 2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE s Approved: 3395 ABOISbfl'DR; PE tOSotx1 325.a?K. j FLORIDA CERTIFICATION NO. 004848 TIC 9 • GEOrGiA CERTIOOk110N;?r070185i4 `ti•'' rORTK.rkRQUNA CERTIFICATION ND Dote: - , ._ f. OP TION CODE .f.` v REV. P WM 9' x 14 MA 44 0 p ;1 a 3 OF 4 FT Wind Load Test Report Report f# 0108P February 1, 2001 TEST' REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specificaticips outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered.under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then,removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was. then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes t0 seconds of test pressure = 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or t t%a. 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: 0I08 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" 20gauge 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. OP ITONSt - S rr, Based on ofhei` e' ¢ir b q{1 ale jt. Aluminum Louvers and Styrene Window Frame Assembly per test number 020 501. Name: J _ 01 Air' GE COUNTY 6.!. V 7 cam. .. ^a -, ` `>. 3395.Ada iso( Drr, Pi-,rTincgla;.Fl; d- ZZ Ze4 Florida Cer:j ld..00 5.48 : {.a ioti G. E toGeorg Cert.Not Jt85( . North Carolina CyrCjNd. 0 3 3 Gagne a ton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION D1I D APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION `MOTH 21" NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF ,THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 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 1.3 GA HORIZ ANGLE F 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" - TRACK BOLT & . 1/4 —20 HEX 7. OPTIONAL .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB—US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF ( 1) J6—US BRACKET THE BOTTOM SECTION. LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP 8. LOCK OR OPERATOR IS SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE cfl THE RESPONSIBILITY OF THE Os7" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN N ACCORDANCE WITH CURRENT BUILDING CODES FOR `THE LOADS z LISTED ON THIS.•DRAWiN4Z,,, 1) JB-US BRACKET LOCATED A roved: AT EACH ROLLER LOCATION pproved:11` ,' ' 1' EXCEPT TOP BRACKET ROLLER P/ N 125139). 3ms Qi C ONOb FL 2514 y`^ ter. G=RGA-L6nFiC.1110N '+10' 018519 ' mgll 011 £R1 F CA WN 80. -023E2t r 8 0 L oPrroN Coa,,:,cJ i,, V. P1 WM 16 x 14 MAX, f27 -29 PSF 1 D.F. 4 7 I Yt • TRA CK END HINGE TOP BRA CIVET REQUIREMENTS 1/4 20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I •• TOP BRACKET / P/N 108077) 5) 1 /4"-20x5/8" TEK SCREWS P/N 141668) 1! IL i a w 6 p ,,'day ti qjf4rah WARROW BODY HINGE F Y j: sY "•_ 4) 1 /4"-2Ox5/8" SELF —THREADING SCREWS 2) 2" NYLON ROLLER 1/4"-20x5/8" W/ 4 1/2" STEM TEK SCREWS ALL / f P/N) 108135 END HINGES WIDE BODY 7/16" PUSH NUT AT. EACH HINGE (P/N SEE a j@ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA Cy OR HINGES U—BAR LH HIN RH END HINGE 3) 1/4"-20x7/8" Approved: f/ W.S. Wilson, P.E. 3395 ADDISON M, PENS. AXLk FL 32514 FLORIDA CERTIMAnON NO. 004M9 m m. 0 m L 20 GA CENTER STILES GEORGA CE4111rkPON NO. 018519 - • - -• •• • - • 16 GA END STILES NORTH CYMNA CUMFIC-nON NO. 023836 (P/N RH-270354 Date: g — 2 g— o f & LH-270355) OPTION CODE 0110 REV' P1 WM 16' x 14' MAX, f27 -29 PSF 2 OF 4 U-BAR L CA TIONS 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 s I I 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE O O O O i i ilii% • O .. Approved:.: tZORIDA f , 3395,;DpISON Dft'"PEii ACOLI'FG 725151'" GEORGIA NORT1j Gf20llCf ii1 1G1T10N rIQ 023836 o 0 0 Ccjt F" <v a' P., 4 - c a °,, ,y9 for f v 4 T. OPTION ebd 1F;' ,?1,, REV. P1 Wi+1 16' x 14' MAX, +27 -29 PSF 3 OF 4 CENTERTER 5 TlL f INTERMEDIATE - TE HINGEGE L 0 CA T10/ VS 16' -- 1 f 12' w W w 10, A . pproved: ORANGE COUNTY BUILMNV" DIV. W.S. Wilson, P.E. 3395 ADDISON DR.. PO4SAWLA. FL 32514 FLORIDA CEIMMATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 HOKM CAROLINA CERTIMADON NO. OM36 Date: ?-Zg—o( OPTION CODE 0110 1 ll?E-V- PI Wlvl 16' x 14' MAX --27 -29 PSF 1 4 OF 4 i Wind Load Test Report Report # 01lop 1 J February 22, 2001 TEST REOUIREMENT: iThedoormustremainintactandsafelyoperableafterenduringstaticdesignpressuresofbothpositiveandnegative29PSF. 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 ASTIvf-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 stilet, 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 A 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 bottomastragal and retainer. 4. 2" nylon roller with. 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. . 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY; Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure isequal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyed to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop•'irid, Ans disf,/,GA18(Q127). c iF r SO.'- APPROVEa-' O IQ Based on o `er tis b u i i71' y{' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: ) r ^ " ` M g y 4( ,9^ 7 F, I t sa ` t.a F Via .:f U t 'i d W. S. Wilsdh TV1 , 'cSSze -Pk" 3395 Addison.Dr„'Penncoll F' X5 f4 Florida Cert Noe,t) #§4& ; ' t L:ra ES ti. C d 7i- y \ " Georeia Cert No. O'Yi"";; r d z a a. wagne 51ton MODEL STYLE DESIGN PRESSURE WINOL OAD SPECIfICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14'-0 MAX HEIGHT RAISED PANEL „ MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST.'' (199.3.ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A :MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS` WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 51 , W.S. Wilson, P.E 3395 AOOISON OR., PENSACOLA, FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORGIA CERTIFICAITON No. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Dote: `' - -2 8 .o I OPTION CODE'. 0108 1 REV- P 1 MASTER PLAN 13 GA HORIZ ANGLE I I 0 054" HORIZ TRACK —It, I 2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT i DRILL .281 OR 9/3211m HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER p P/N 125139). i i I i 5/16x1-5/8" LAG SCREW AT EACH JB—US p BRACKET 054" VERT TRACK 41 6 11L. 1 /4-20x9/16" TRACK BOLT & 1 /4-20 HEX NUT AT EACH J8—US I c BRACKET WM 9' x 14' MAX 44 PSF 1 OF 4 aFITRACKENDHINGE, TOP BRACKET RE0U/REMENT5 1 /4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1/4-20x5/8'- TEK SCREWS P/N 141668) MA I I t i t I d 14 GA WIDE BOGY ' HINGE I I i In V° 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 2) 1 /4-20x5/8" TEK' SCREWS ALL END HINGES 9 . 0 3" 20 GA 0• U,BAR WIDE BODY HINGE P/N SEE BILL CIZ OF MAT'L) NYLON ROLLER P/N 270791) BOTTOM BRACKET \ P/N RH-270354 LH-270355) •.\ 3) 1/4-20x7/8" TEK SCREWS IN O P/N 100507 Approved: . W.S. way PF 3395 AOOISON OR ERT1PeWCOLA. FL 32514 N0. 0048489 I FLORIDACFlGnON ' GEORM CERMCAll N N0. 018519 1 /2" NOR1N CAROLINA CERfiFlGnoN N0, 023836 (20 GA CENTER Date: 4 --2 8 -0/ 16 GA END STILES STILES) OPTION CODE.' ,0108 REV.' p l WM 9' x 14' MAX 44 PSF 2 OF 4 U-SAR I OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 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 i I • 2) 1/4 20x5/8- TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson, P E 3395 ADDISON DR, PENSACOLA, FL 32514 FLORIDA COMFICA710N NO. 0048489 GEORGIA CEfZWCA110N NO. 018519 NOM CARGLINA canIF1CAMN NO. 023836 Date: 47- g- g - of OPTION CODE. 0708 1 REV P1 I WM 9' x 14' MAX 44 PSF 13 OF 4 I Wind Load Test Report Report # 0108P1 ST REOUIREMENT: February 1, 2001 TE 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 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. 10O DUCTDESCRIPTION: _ 1. WayneMark Model 8000, 9x7, 4 section. SUC 2. Exterior skin b'as minimum of .0175. The minimum yield stress is 33 KSI. cp 'P 3. Standard bottom astragal and retainer. i1AST . 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. ane: , W. S. Wilson, P.E. 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519. North Carolina Cert No. 023836 A., w rn rn CV d Z r a a Wayne Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL CIA ,5/'ECIRCA T/ON 0110 WAYNEMARK 8000 & 8100 APPROVED SIZES: RAISED PANEL 16'-0" MAX WIDTH X 14'-0" MAX HEIGHT POS. 27 PSF SCC # MAXIMUM SECTION WIDTH 21" NEG. 29 PSF NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR . 067" HORIZ TINADEQUACYOFTHEGLASSINTHE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4."-20X9 TRACK BOLT & 2. GLAZING OPTIONS — TOP OR 1 /4"-20. HEX INTERMEDIATE SECTION, .090 SSG GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST SCREW 5/ EASCREW L OVERLAP TOP AND BOTH ENOS OF JB—US BRACE PANELS MINIMUM 7/16 TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3: HOLE IN TRACK F 5_ TRACK TO HAVE A MINIMUM JB—US BRACE ATTACHME YIELD OF .33 KSI A653 G-40 6. 26 GA 'DOOR FACER STEEL TO 1 /4"-20X9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1 /4."-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB=US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE ENO PANELS OF. THE 80TTOM SECTION. (1) JB—US BRACKI LOCATED AT .THE MIOOLE ( 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT T( SECTiO REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRA PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r 1) TJB—USEACH BRACKET LOCAl OCATI Approved: AT EACH ROLLER LOCATI W.S. Wilson, P.E. EXCEPT TOP BRACKET ROLL 3395 ADDISON OR., PENSACOLA, FL 32514 (P/N 12513 FLOR10A CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION No. ot8519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: f-18-o OPT/ON CODE. 0110 1 REV- P1 I WM 16' x 14' MAX, +27 -29 PSF I. 1 OF 4 TRACK, END HINCE TOP BRACKET REQUIREMENTS SCC # MASTER. PLAN 1/4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — P/N 108077) 5) 1/4"-2Ox5/8" TEK SCREWS P/N 141668) NARROW BODY HINGE 4) 1/4"-2Ox5/8" SELF —THREADING SCREWS 2) '1 /4"-2Ox5/8" TEK SCREWS ALL END HINGES I- o® I 0 1 7/16" PUSH NUT AT EACH" ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH ENO HINGE 2" NYLON ROLLER W/ 4 1/2" STEM P/N) 108135 9WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR RH ENO HINGE, 3) 1/4"-20x7/8" cl CrIock", Ij m m Approved: / , y/ 1/2" 20 GA CENTER W.s. Wilson, PE STILES 3395 ADDISON DR.. PENSACO" FL 32514 FI.GEORGA CER11FlG11ON NO. 018519 BOTTOM BRACKET \16 GA END STILES . CEORCIA CERTIFICATION N0. 018514 NORTH CAROUNA CENUICA110N NO. OZ3636 , (P/N RH-270354 Date: 4 -.Z g— o & LH-270355) OPT/ON CODE.' 0110 REV.' P1 WM 16 x 14' MAX, f27 -29 PSF 2 OF 4 BAR 'Z OCA MOWS 12'-6" THRU 14' HIGH DOORSNOTE: W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21, E LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U=BARS LOCATED AS SHOWN Scr #..:..lS- MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS ° LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS D F= D D D° LOCATED AS SHOWN 42 D D D— 2) 1 /4"-20x5/8" TEK SCREWS ATTACH AT EACH S11LE Approved: W.S. Wilson, P.E. 3395 ADDISON OR., PeCACOLA. FL 32514 L FLORIDA CFRT)FlCATION. NO. 0048489 GEORGIA CERMCATION NO. 0111519 NORTH CAROUNA CERTIFICATION NO. 02W36 0 0 0 0 Dote: OP77ON CODE.- 0110 1 REV. P1 1 WM 16' x 14' MAX, +27 -29 PSF 13 OF 4 i m CENTER STlL E INTERAVEDIA TE HINGE L OCA %IONS µ16, I Oi ASTER PLAN 15' IV. v v 12' 10, t Approved: z W.S. Wilson, P.E. 3395 ADDISON OR., PENSACO0, FL 32514 FLORIOA'CERTIMT10N NO. 0048489 GEORGIA CERI1MMON NO. 018519 NORTH CAROUNA CERTimnoN N0. 023836 Date: ?-z8-0j OPTION CODE 0110 1 REV.- PI I WM 1. 6 " x 14 ' MAX, +27 -29 PSF J 4 OF 4 is i i Wind Load Test Report Report # 0110P1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. The door 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 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 ma.•dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .l1 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: SCC # dz- c9)6 1. WayneMark:Niode18000, 160, 4 section. MASTER P2. Exterior skin has minimum of .0175. The minimum yield stress is 33. KSI. PLAN. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIv1ILARITY: 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 o er tes b ' Cr uival . Ahuninum Louvers and Styrene Window Frame Assembly per test number 020501. game: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 Maronda Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 0 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CLO6301 63 114 WHEATFIELD ORO-CEL CHEK3 RIGHT LOOP Fax (407) 321-3913 FL PE # 50068, CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Truss ID Run Date Drawing No. of Eng. Dwgs: 44 Reviewed Reviewed Lavout 11-4-02 T 4-22-03 Roof Loads - VT 4-11-01 U 4-22-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 4-22-03 A 6-26-03 W 4-22-03 B 4-21-03 W1 4-22-03 131 4-21-03 Y 4-22-03 Total 33.0 psf C 4-21-03 Z 4-22-03 C 1 4-21-03 Z1 4-22-03 D 4-21-03 Z2 4-22-03 E 4-21-03 Z3 4-22-03 F 4-21-03 Z4 4-22-03 G 4-21-03 H 4-21-03 1 4-21-03 J 4-21-03 11 4-21-03 J3 4-21-03 K 4-21-03 K 1 4-21-03 K2 4-21-03 K3 4-21-03 K5 4-22-03 L 4-22-03 L 1 4-22-03 L2 4-22-03 L3 4-22-03 M 4-22-03 NV # DESC QNT` N 4-22-03 18331 THD26 0 4-22-03 18330 THD28 P 4-22-03 18360 SKH26R 2 a 4-22-03 18361 SKH26L 2 R 4-22-03 18363 JUS26 16 S 4-22-03 18370 THJ26 2 18336 THD28-2 3 SEAT PLATES 138 DurFac- Lbr: 1.25 DurFac Pit: 1.25 O.C. Soacina: 24.0" JAN 3 0 2004 DATE: 40-0 i K K iq K K K O DKFKOZ vZ v VU V I UT iJo o is SI i R JUS2 HA ER I-JL- RI JI L L JIL J 1 1 J x B - 4PLY HANGERS2ANGESKH26HRS . 2) SKH26 I I 12 4 E VOLUME CEILING 12 12 6 F 6 ODD S ACE / . G ODD SPACE z F 8'-0 CEIQNG / m 12Z., 4 E A L_ 1 3 \ B1- 3PLY \VT 50A! x EHUH28-2 HANG6 I \ A28=ZFANGER vain K J3 ODD SPACE c J1 K CEILING r rn J1K to r A 8'-0 C ILIN11K1KNEEWALL6 K2 To 1 r-o° KNEEWALL T011'- 0" J EHUH28- 2 HAN w VOLUME CEILING Z4 12 I. d K3 _ _ 6 J K5 - STRUCTURAL SCISSOR GABLE FIELD FRAME I THJ26 HANGER/ J226 HANGER Hffi 2. Z' Lf JOB NUMBER: CHEK3 Z 6 r. CUSTOMER: L y Zi JOB NAME: CHESAPEAKE K Z' DRAWN BY: tly DATE: 11-4-02 Z PITCH: 6/12 & 4/12 O.H.: 1-0"& 1-4 3/4" k- BEARING : 8" LOADING: 33psf f Z u N 13- 4 6-8 _ 20-0 J H IV J u L u Y I ---II B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It is the resoonsibilitvoftheinstaller (builder buildinocontra ctor licensedcontractor. erectororerection contractor) tooroperlvreceive unload store, handle, install and brace metal plate connected wood trusses to protect life and orooerty, The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood C UTI®( "Frt sses stored horEzontaliy shoul I;be fse pported on bioekingta f;re entexcessive Lateral bendtn,anef:aessert` rsiloesture.gai.n r_ TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer, Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TOP,.A—E. r ses sF7ouitl e otbe , . rpa gi terrain er pan s v rhacheouYd cause ee trr,ss.` f v .... p " ` WARNING Do ' nof i itff: b>Jntlled ttrnsses by Jfhe s Frame CAl1TION : Trusses stored ve€tically should be bracetl to prevers toppling or tipping; D/NGER ,Do ndt store_buerdies uprightrile s pro;perlybraced Danoftreakbandsunttlbundies aeep.laced to a.stabietlhortzonfl5 osiEuon. , J Tag Line 60°y "/E;O. or less \. / r less\ Approximately Approximately Tag Yz truss length 1/2 truss length Line Truss spans less than 30'. Spreader Bar Toe In —\ Toe In Spreadel Qrar Toe In -4 Approximately Yz to /.I truss fengttr Less than or equal to 60' Approximately to Y, truss length Less than or equal to 60' ns;o 3>;• u `+kUb/,RJ dll'NrCzv©.o rrot lafi lr,gl'rtusse,w,1 6 span r, ri4t " sl I ter th lla f?f b`^the '`j+]k y 1k+`15d'tr•I`f[4'un'(jy !yt r I1141VECR NICAI.I INSTALI ; -pia Lifting devices should be connected to the truss top chord with a closed -coop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc, of sufficient strength to carry the weight of the truss. Each truss should be . set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Strongback/ SpreaderBar f to, S Apnroximateiy r z/3to'/.truss length Greater than 60' Tag Line Tag Line Strongbackt/ SoreaderBar Toe In Tag Line At or above mid -height Tag Line 10, I 1 0' Approximately i; to Y, truss length Greaier than 60' GBL! lop Cnord, Typicalveriical — Lno attachment Pion L6T - n I i aioalunr J 7 i li all I I brace r r6un6 venic 1(GBV) i_Ton Ci;ord GEC rI I r ll l iiGround118cle l rii :a,= GE-yl Ground brace dia9onalc ( BD) F Ground venical ( GBy) t I ,.: Ir...... ... V i,. I--. i I I/I Frame.. 2. trut " j tal tie member with HT) t.= iruss of bray oup of trusae. c B) 12 4 or greater 0 o Lo, chw fhat ara I=bad can hackledcausecreisnodiago- ayonuld 6e naiierlraitwhenpurlingedtothetiopchord. PITCH IL TERALBtfACEIScAGlilc=juC S. AN DiF EIIENCE ACEf`t{LB,S} [#trt sses SP./.DF SP17 Ur" rto 28' 2.5 7 17 11 2 Over28' - 42' 0 _ fi' 3 G Over 42' - 60' 3.0 Over 60' See a registered professional engineer _ i a - Southern Pine NF -Hem- Fir ! of - em- Fir Fir -Larch SPF - spruce - Pine -Fir ra 7, ace Alllateral braces — lapped at least 2 r j trusses. j _ Attachment j Required --J 10 7 Over 32' - 48' 4112 6' Over 48' - 60' 1 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch Sp - Southern Pine HF- Hem Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required 7_ trusses. 10" or Greater 4 Attachment Required — J LpIT,CHED T RU7 , J 12 sl a, UW y. yv nrdm' Fv__ V Top chords that are laterally braced can buckle together and cause collapse itthe relsnodiago- d5'-=-`rr nalbracin Diagonal bracing should benaiied to the underside of the top chord when purlins , are attached to the topside of the top chord. 12 4 or greater Botiorr at eacf CHORDII,;BOTTOM DRON: DIAGIO 4LBRACE: BR 'CE SPACING "(DE 20 15 10 7 6 ... 4 ofessional engineer w, - aoulnuvn rinu SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. FOP,& C YORD:.PL-1U,,.E C.'ross bracing. repeated at each end of the building and, aft-201, intervalS. EBWEMBERPLAN Frame 4 Up to 32' 30" 8' 16 10 Over 32' - 48' 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir g 0 L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 4/2x6 PARIkLLEL Continuous CHARD TRUSS la Top Chord a, ,:! 1• i, Lateral Brace ' Required Top chords that are laterally braced can buckle togetherandcause collapse lfthereisnodiago- 10. or Greater naI bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. Attachment / Required , J, 20, s, rerStpSseJF/ F TI"y i` 30" or greater End diagonals are'esse.11at!: r} stability and must be diiplic'alc both ends of the truss system. 4„2 Pr4:R L :- CHORD TRUSS,jUR CHORD Top chordo that are laterally braced can buckle togetherand cause collapec if there ieno diago- nal bracing. Diagonal bracing should be nailed toll ie underside of the top chord when ourlino are attached to the topside of the top chord. 7 n' . 30,psi ruS\ 2 ni- r = I r jC rl 1 L(fi 11 End diagonalsareaserti'al#arx rtY'r th' g s, are i s &x f Pg. t i stabilityandmustbeduplicatetliMMSMEIf, tom both endsofthetrusssystem. Frame 5 Continuous Top Chord Lateral Brace Required L1. 7If_ - 1 O' or Greaten i Atta- I}nent 2 i Reouir• d I - r'•-' Trusses must have lum- ber oriented in the hori- zontal direction to use ems iti', this brace spacing. y M1iLf A Iti. T D: TOP, CHOR DIAGONAL AL. BRAS E SPACING SPAN CING *ArussePITCHSF SPF HF,;.% Up to 24' 3/12 1 81 17 12 Over 24'- 42', 3/12 1 7' 10 6 Over 42'- 54' 1 3/12 6 4 Over 54' See a registered professional en inee r DF - Douglas Fir -Larch SP - Southern Pine // 0* HF - Hem -Fir SPF - Spruce -Pine -Fir "o, rLb .ye 49. Diagonal brace also required o ' n end verticals. Top r;hw d,, Phat are laterally braced zm bu.-Ide tnqotnw and car.Qzipue iftlinre iGno diam, wd bra.iji, ,4. Diagwiif bracingshouid be mailed to the 1111dar."Ide of UIL top cboy d Vahen purlina 11r. AIGH-d to the t0p.ide Of the h3j) ChGFd. 0 T R, U S PLUMS Truss Depth D(in) 12 3 or greater All lateral braces lapped at least 2 trusses. Corifinuouz; Ton Chord L-tieral Brac 10' 0 1, G I e ate r -7,j Attachment Required raijure to., ' fol i ow thes,& reco . m 11 m - e . nd a,tioft could re. -bull ire severevere pertonall in .. I - u I ry .or damage, to ti§.68,or bull.dings'..., L Lesser of INSTALLATION:70LERAN qi: 1- i- o60 I—- n 7- 24" 36" IZ2" a/ 4" 3, 0-=- i/r"---- 134" 311t" 7 I ou BOW Length L( In) J1. L( in) LF777 of L/ 200 or 2" L( in) Lesser of L/ 200 or 2" D, 150 or 2" 200: L(ft) Ulfi).:. LY2 14" 4.2' 2001- Maximum Plumb 1'2 B.31 250" L -114- 120.8 50 Misplacement Line " 15 0 3 4"" 12.5' 300" 1 1-1/2" r_S 01' VS t AfABDAV A MMMS405 Maronds Tray 6=foal, FL °2771 7) "- -0064 Fay; (407) Date: March S, 2003 To: Biding Department Fronl: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: e'aney Trusses All valleyatrusses labeled VT-1 thru 100 are covered. under the general valley sheet providedInthetresspacl.a•Me signed and sealed by v`ite engineer of record. The connections are notedonthestructuralinfosheetoftheplans. ;.ill criteria of the valley trusses are noted on theiOeneralsheet. E B y®u have any questions please feel free to call at 407-321-0064. i tom Po ce, P.E. Date: 31 No. nD.;tGO69 . STATE O NA L dFtffl•' r • G MARONDA WO: VALLEY SET TI: VT QTY: t DESIGN INFORMATION This design b for an Individual building. component and has been based on Information provided by the client- The designer disrlai,..< any responsibility for damages as a result of faulty or Incorrect information, specifications and/or deigns furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe elfk project and accepts no responsibility or exadses no control with regard to fabrica- tion, bandUng, shipment and installation of truss,. 'Itch t— 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, Use design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads- The design assumes compression chords (top or bottom) are cootinu- onslybr-aced by sheathing unless otherwise specified. Where bottom chords Intension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a ma'dmum spacing of 19-0' o.e Connector plate shall be manufacurrzd 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 vergy that this drawing is in conformance with the fabricatars plans and to realire a continuing responsibility for arch verl- OcaUon. Any discrepancies are to be put In be foreefore cutting or fob l-uon. plat, shall not be Installed over knotholes, knots or distorted gram. Member shall be cut for tight Ruing wood to wood bearing. Con- nector plates shall be located on both faces of the [coca with nalis fully imbedded and shall be sym- about the joint rml,s otherwise shown. A 5x4 plate is 5- wide x 4- long. A 64 plate is 6' wide x 6' long_ Slots (holes) run parallel to the plate length specified. Double cuts on web membera shall meet at the centroid of.the webs unless otherwise shown Connector plate sires. are minimum sties b—d on the forces sbown and may need to be Ineteased for Certain band - Ong and/or erection stress,. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Cuntrol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling to stalllng A g' Bracin, HIB-91. 7t—cs are to be handled wJib parttadar care during banding and bundling. delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won andfor resisting k tcral tort, shall be designed and Installed by others. Careful band - ling Is essenib and erasion bracing is always required. Normal preraullo nary action for trusses requires such lempotary bracing during Installation between trusses to avoid toppling and doml—mg. The supervlslon of erection of taus, shall be under the control of persona experienced in the installation of trusses. Prof, slonal advice shall be sought O needed. Concentration of couutruction loads greater than the design loads shall not be applied to trusses at any tuna No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed MONO VALLEY VALLEY TRUSSES YP.) COMMON VALLEY VALLEY TRUSSES (TYP.) TRUSSES 11 11 II II SUPPORTING TRUSSES II 11 II 11 SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET, IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. i•) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE 1) WHEN NO DIAGONAL -WEB PRESENT USE 2X4 PLATE 2x4 # 2x4 OR 5x6 OR VALLEY MEMBERS AT 4x6 3x6 t 4x6 3x6 4x8 t 4x6 24' O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 2x4 2x4 2x4 GREATER THEN 28-0-0 3x6 2x4 3x8 VARIES J 2x4UPT07 2x4 12 0- 0.4 3x6 20 2x4 20 2x4 4x10 . 20 3x6 2x4 2x4 3x6 3x6 OR 3x6 OR 2x4 t 4x6 OR t 4x8 2x4 MAX. 6.0.0 O.C. (TYP) MAX. 6-0-0 O.C. (TYP) MAX. TRUSS SPACING t BELOW . 48' O.C. SPANS UP TO 60-0-0 ) TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: 2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. - VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES.ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support WARNING: READ ALL NOTES ON THIS SHEET. Maron a Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Hraclrg shown on this drawing Is not erection bracing, wind bracing, portal bracing or stm6ar bracing which is a part of the building design and which must be considered by the building d signer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additienalbraeing afthe overau,tnrcnn<way be requftr d. tsK HJe-sf or7rR. LICENSE # 0050068 - 11' usa Plate Institute, TPf, is located at 563 D'Onofdo Drive. Madison. Wisconsin 53719). . l a90 OREENEIROOR Cr.OVIEDOYI-32766 Studs a 6-0-0 ox. Eng. Job: Dwg: Dsgur: TLY Chit: TC Live 16.0 psf TC Dead 7.0 psf BC" Live 0.0 psf BC Dead 2.0 uf TOTAL 25.0 psf Truss ID: VT Date: 4-11-01 UUIrUU - LUI: I.LO DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: V: 06.29.00- 8302- 37 IIIP BLOCKING N[ARONDA SYSTEMS 1I. IIIP QTYJWO: IIIPDETAIL DESIGN INFORMATION I Tlus design is lur an i,iJierJual hutldin pmi 1y 11- i.oL T1 desi-lurciiii smWnlhnixelrenCThederperdial , ns y e E f dr r } oni r sio sil coy lordamag s ara rev II r. - T Iq nncnrr umfnitrl. thc p-d .illwsuW/or dcsrgnsl rshcJ Tod muss Jrs,•ncr. Pa,S P0 ', - Jf+ 2x`. BLOCKING ADDED TO TOP CHORDbylireclientJMccorrwsioraccuracyO •••ee • C _ 0(', _ ctof drisin&mrnd as it m_y Inictaa 4pcalulacecll ne fard IIISillibly-rrf J• C r ^.••. c 1. `` - 1 • ' •-e / - STEP- HIP "TRUSSES - TO SHORTEN " fws nogsaciscsran rsuunU midi regard m lahrica- d Irw kindling, ship-i i OF and ,sn illatiuiI of busses. l il.lruss has twenhuhWIhI PAN. FOR OS.B.- NOT TO EXCEED, 24°O.C. i ilbnedasmlImWmSunnpwncminaccun4nta.t wnM ANSfrrpl No. dosQo68 i a -fib 1995ad NDS 91 III Ieitrp,mleJ tlbcn rWmgJIIJi, - Desk STATE OF • - Q BLOCKINGTO BE NAILED TO TRUSSES W/ I I Tier ( IslarcJ arcl,ucct or pmf ssu,nul, ofpr enpeer) - W her, inyl war for appro al by. Ihd building Jesg ar ll aesgnl edI gssho nr a ' . • '(h7 v~. - LORIp! ;. 0 i •• u12d NAILS @ 12 ON CEN. STAGGERED I musthechectrJItbesurethatrhrdalslummpq t r1. g cmeru •idl al- lueai Wilding codes. t chmanc records fsu wind ,V snao Wads, sI> FS •.•••.•••• - d\ `^+• _ - S pr lcA 4—flit r r si—ial appIl.d loads f O N At` Unless shm mussIt., rnu hear dcsi n d for si p rs( 1 Ic .The deity I P c mprsaoachords (I y rr.I— wl are emttmu- ruslylu c 1byshenAgunlessulhenrisesIufid Where buuimr chards in rcnsirm not fully 1 aced larcnlly;l.y a pn,perly applied, ngd cc18ng Mcy s1,nulJ'hc hr ccd al e O mar (spade or10'-0o c Connmlorplat" sl 11 be maufuluredtr1n30gaugehot - d pI,N gal anited skcl menmg ASTIA A 653, Grade 40. unkas mhemise slmwn, FABRICATION NOTES i Prier In 6, bricolion, the 6,bricatorshall rericw Ihis drawing toircrify that this drawing is In confrtrmancc will, the ral, rinlor's plops and h) r-14. aa-i, nilnuing responsibility In, trod -,i- Qnninn..Auy Jisercpasles"are ro De ims h, pining t!afwc easing. nr iabricurion_ - Pla,azshallnmheinsuDd tnors ar dictnrleJ M1, rr TRUSSI- grain. F hall sh.11cs, he euIfrrugMpith m moixl heanng. 'Coo- PRE-ENG'D old nwra Tiaras :hall be located un Mph. tares of IIW vast with nails fu11y Iinl,cJJcJ and shall be - sym. abuur.11u: I. I. wdcss whcruise drown. A 5.4 plate is S widc It 4' lung- A 6.8 plane is 6' w•ida t 8- sun Slpls (hods ram parallel to If- plate length aped6cdJ Double curs on weh ro—h— shall meel at the centroid of Ibe —bs unicsr whcnvr.e sho r..cwnfcelorplatesiads a u -imnnl slaa bad,oa the furccs TOP WALL OF BUILDING sh ,wI a drny ,teed Io he im.rcasc.l lur ,:uram hand- Dr- I J IlJ' 1L- HI t-- GIRDERItngaW/ nr encampstresscs_ This truss is net . Ia be falrriratcd will, rrc retardant I—IrIl lundrerunlessurllerwlscshown. For daili—I inftirmalinn on Q.-lily Cunlrul rarer m .. ANSIn P1 1-1995 PRECAU I'IONARY NOTES y./-y//(yjbJ,r Lr.{(t ///y //,a7q[ /(y J/1 j(/yam,//'/]{\i/,/.•-•s r (/)-^•/(y J y/}, r/''7(///',1(l{ (y/•/ y7ry Jy /gyp/-'ga J(/y[\y( f/,L%.'f7"1 . ///"][y{'/7/')7 1 4 L/V.! L3rLlt (L*'j Ue+!/.r/ y U /21JL 7"Ll All brvcingamleraccsiurn.ummcnJarhins arc L/ t 1/ tlLfJ V 7.J 11 11./L/ 1 d C! 1.J2E 4 .r/D"V...+' v E lu he hJlmved in arxunlanee with -1 hodling installing Bnci e-, HIO- 91; Trusses are rn h- lone lad aids pmticular care during bandfng and bundling, delivery and fnnlaRwion to avoid da,rrage. Temp.n y,nId p-... or bracing rnr holding lesser In a zrnigbt and plumb Ida• Irian and for I- tdsling lateral fo,us shall he tksigtrcd and Inssallcd by odIcrs- C r rul lonud- ling -Is c 11- 1 a•d a i, h—frog is always re.y,ircd. tlnnnal praa is y actin. fur In,ss"s reydhty snch Ienlputary hraeing d ,ring h tier: ramhal acts to toppling J WARNING : READ ALL NOTES ON THIS SIIEET- 1 11g. lob: CVO: TUPDETAIL on,dd and roleranTIa- sThecon inn err cmul,mof - snKr IfusiesshalllKwldcrlheeitnlrulofperiuns pk Ji a yS ems A COPY Oil I'lliS DItA1 SING TO TSL GIVEN TO ER> CTING n"'g° Truss II): I-Iil' - Ibe 6_11a,b. n..1 n,.sses- Prrfessiowladc-511n0hesnagioifneeded: CONTRACTOR Dsgnr:. Chic Date: I0-20-00 s Coort,n .0 ut of consirucdun loads grealer Ill-IlK&ACninadsshaDnolhcapplicd'" Q005 MARONDA WAY BRACING WARNING rC Live 16-0 psf Dm:C`ac - LUr: L25 1 i busses at any lime- No I-& other clan dx - u ighn u1 the endears shall he appli.l to SANFORD, FL. 32771 e i I -,vn Jos drm. s ray, um lion hracm g, u md poi b ac,n„ "ratbidiu prod r pacing TC ])C:1t1 7.0. psf 1 DurI'ac.- Plt: 1.25 9 inrsscs droll after all lnztcning and bracing It 407) 321-0064Fax-( 407)i 321-3913 svf i- n a parr nl the Wilding Jctign anil ninth muss he runsi&ircd by the mild,,,, designer Dracing shu.I•o is hn lamral suppo, t u1 miss mcmhns only to reduce burl.ling Icn;Ih 1'wvitiu he - 13 C Live n.O Q,C, HCIII 24.011 Spacing: enmplaied- TOMAS PONCE P.E.na Is must to lmeral hraci a 1 1 :mJspcuticd Inu,Mns &ir ,in d by du balding dasignar. psf Design Criteria: TPI i LICENSE # 0050068 Addninn:dluaung n( the u_1111 soma., may he rFymrcd.:See IIIB 9I nlTvn. l-us`sFla,a Invumc, fill, BC Dead IWO ' psf Code Dese: 1890 GREENBROOH CT. OVIEDO,FL32768 is hKmcJ at 583 D•Ono6id (hive, Mad son, Wisctuuin 53719). - TOTAL L 33:0 psf V:. I_01.00- 301.06- 36 gerign: Alarrir llnali'tir JOB 1'.i TN: C:ITEE-L0KIIQOSlR1f'DET-I Res: 0101.00 s DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims - any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- elfle project and accepts no responslbWty or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. ruThistruss 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 Buildtng 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 storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a ma.Vmum spacing of 10'-a' o.e. Connector - plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication - Plat. s shall not be installed over knotholes, knoll or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless other vise 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 lerigtir specifed. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guailLy Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'; 11I8-91. 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 precautsonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. ib: UHESAPEAKE`K 3 TOP CHORDS: 2x6 SP 2x8 SP BOT CHORDS: 2x6 SP 2x6 SP WEBS: 2x4 SP 2x8 SP AC: 10# UPLIFT D.L. 1 D 1 D 2,3 2 1 D 3 3 2 2,16 WndLod per ASCE 7-98, C&C,.V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Itrpact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: L/961 at JOINT #17 L=-0.48" D=-0.5111 T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 I T 4-4-8 0-6-6 L Face = 0-2-8 60000 3.00 I WO: CHEK3 WE: This 4-PLY Hip Master designed to carry11' 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4-PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 241, o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# 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 4-11LYS REQUIRED 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 Ll ZU 19 18 174660# 8.0011 1-0-0 R0-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE 1475# T 20 GA TESTED PER ANSI/TPI 1-1995 Ciaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis - 6X8 rvHK.iIIIIIM : 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 bracingwhichisapartofthebuildingdesignandnddchmustbeconsideredbythebuildingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. 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-9I of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KIH0MED/R TI: A QTY:4 I I Joint Locations=========_=_==_,. 1) 0- 0- 0 9) 32- 8- 0 17) 20- 0- 62) 4- 2-14 10) 35- 9- 2 18) 15- 9- 53) 7- 4- 0 11) 40- 0- 0 19) 11- 6-1-14) 11- 6-ll 12) 40- 0- 0 20) 7-10-115) 15- 9- 5 13) 35- 9- 2 21) 4- 2-146) 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 HOtiZ Uplift Y-Loc Type0- 4- 0 4660 0 -1621 BOT PIN 39- 8- 0 4660 0 -1621 BOT H-ROLL 0 8X10 44X6 T X14 0-6-6 3X4 5X6 3.00 Face = 0-2-8 080 1475/f 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 ncf 4660# 8.00" 00 RO-10-10) scale = 0.1595 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 HCS: 03.20X2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. T ils truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tenslon are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a - maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dippedgalvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- ficallon. 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 nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", BIB-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- Itfon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trussess shallbeunderthecontrolofpersonexperienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing 1s completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be. continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/ 950 at. JOINT # 4 L=- 0.49" D=-0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION[ T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION- T= 0.23" RMB = 1.15 T 5- 0-8 0-6-6 T 5X6 Face = 0-2-8 WO: CHEK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14r-0". 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 Itii act Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 TI: B QTY:1 Joint Locations ----- e,=_______ 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 l 988# Support 2 1007# 8- 8-0 k 22-8-0 k 8-8-0 Ilki 3 4 6 3. 00 I 6X8 4X6 8X10 6X8 2- 0-15 Q 3. 00 0- 6-6 4-10-6 1 1 5X6 T Face = 0-2-8 0- 8-0 _ _ 0-8-0 1 8- 3-11 22-0-10 8-341 1 11 10 9 7 1366# 8.00" 1366# 8.00" 11- 0-0 _1 1-0-0 R0- 10-10) r - - 40- 0-0 RO- 10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WV: Le"EK11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: B LIM!aronda y SteM CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 4-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracingshown on this drawing is not erection bracing, wind bracin portal bracing similar bracing gg• g• Po g or s g TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321.3913 shown Is forlateralsupport of truss members only to reduce buckling length. Plons must be rovis madeto lateral bracing locations determined by the building designer. Design Criteria: TPI 9 TOMASPONCE P.E. anchor at ends and specified Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Code Desc: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33. 0 psf V:09.05.02- 21644-. 1- 1005 VANNFSSADROVIEDO.FL32766 Design: Moirix Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an lndlvldual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of IO'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to I_ at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is comp JB: CHESAPEAKE K 3 TOP CHORDS: 2x6 SP 2x8 SP BOT CHORDS: 2x6 SP 2x8 SP WEBS: 2x4 SP 2x4 SP AC: 10# UPLIFT D.L. 2 2 2,3 2 2 2,3 3 2 12 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 MAX LIVE LOAD DEFLECTION: L/ 424 at JOINT #15 L=- 1.09" D= 0.45" T--0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.53" RMB a 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3- PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply.. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 787# Support 2 757# TC ... FORCE CSI BC ... FORCE CSI 1- 2 7832 0.22 20-19 6968 0.53 2- 3 9350 0.24 19-18 7171 0.54 3- 4 11397 0.10 18-17 8829 0.39 4- 5 11398 0.12 17-16 13169 0.57 5- 6 14088 0.16 16-15 13170 0.59 6- 7 14092 0.16 15-14 12462 058 7- 8 12168 0.16 14-13 7594 0..39 8- 9 8034 0.20 13-12 6224 0.47 9- 10 6791 0.18 12-11 6040 0.46 3- PLYS REQUIRED TI: B 1 QTY:3 Joint Locations ==_____..._ 1) = 0-0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13)-30-10- 5 20) 0 0- 0 7) 23- 9- 5 14) 23- 9- 5 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 -866` 11- 7- 4 BC Vert L+D -1394 20- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -28 -787 BOT PIN 39- 8- 0 2334 0 -757 BOT H-ROLL 8- 8-0 22-8-0 8-8-0 1 2 4 5 67 9 1 O - O 8X10 3X6 6X8 1OX10 6X8 8X10 T 5- 0- 8 0-6-6 1 1 5X6 3X4 Face = 0-* 3 001 -2-0 3.00 T 0- 6- 6 4-10-6 I 5X6 Face = 0- 2-8 0-8- 0 _ _ 0-8-0 8-5- 11 21-8-10 8-5-11 I I 2 19 18 17 16 15 14 13 12 1 ' 2657# 8. 00" 2334# 8.00" 1-0- 0 40-0 _ 1-0-- 0 CCSA S ( 12) 2X4 866# 1394# (i RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TES ED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 ir6arondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Bl CONTRACTOR. BRACING WARNING: 113mcingshown Dsgur: TLY I Clik: Date: 4-21-03 TC Live 16.0' psf DurFac - Lbr: 1.25 4005 MARONDA WAY on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead . 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral BC Live 0.0 psf O.C. Spacing: 24.0" h g• 407) 321-0064 Fax (407) 321-3913 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. BC -Dead 10.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). - psf Code Dese: LICENSE #0050068rfrussPlateInstitute, TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1005 VANNESSA DR.DVIEDD.FL32766 TOTAL 33.0 psf V:09.05.02- 21646- S Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: C 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to Joint Locations=====__===_____ This design is for an individual building BOT CHORDS: 2x6 SP #2 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 ' component and has been based on information WEBS: 2x4 SP #3 positioned to provide equal unbraeed 2) 10- 0- 0 6) 40- 0- 0 •10) 0- 0- 0providedbytheclientThedesignerdisclaims any responsibility for damages asaresultof 2x4 SP #2 2,4 segments OR 2x4 T-brace nailed flat to edge 3) 20- 0- 0 7) 29- 8- 5 Incorrectorct info[inatlon, specificatons MULTIPLE LOADS -- This design is the x nails spacedofwebwithw/3"0.120" ilaced 8" o.c 4) 30- 0- 0 8) 20- 0- 0 and/ or designs furnished tothe truss designer composite result of multiple loads. Brace must extend at least 90% of web length MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 141-0" . - X-Loc Vert Horiz Uplift Y-Loc Type of this Information as It may relate to a spe- continuously braced unless noted otherwise. WndLod per ASCE 7=98, C&C, V= 125mph, 0- 4- 0 1366 - 58 -992 BOT PIN clHc projectandacceptsnoresponsibilityorMAXLIVELOADDEFLECTION: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 39- 8- 0 1365 0 -1011 BOT H-ROLL exerclsn nocontrolwithregardtofabrics- tion, handling, shipment and Installation of L/999 Eld Encl L= 58.0 ft W- 40.0 ft Truss n'P8= PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This truss has been designed as an L--0.42" D=-0.44" T--0.86" in. INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 992# individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Fact Resistant Covering and/or Glazing Req Support 2 1011# ' ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.44" as . MAX HORIZONTAL LIVE LOAD DEFLECTION: 1C... FORCE ... CSI ..BC FORCE CSI DesigeorthebulldingdesignbyaBullding Designer (registeredWhenreiewed o a professional by theengineed. WhenreviewedforapprovalbytheT- 0. 22" 1- 2 -4019 0.55 10- 9 3615 0.72 building designer, the design loadings shown RMB 1.15 2- 3 - 4925 - 0.57 9- 8 3597 0.64 must be checked to be sure that the data shown 3- 4 -4925 0.57 8- 7 - 3596 0.64 are In agreement with the local building codes. 4- 5 -4018 0.56 7- 6 3614 0.72 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 commu- 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 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing 1s in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ticatfon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with hails 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 6" 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 minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 77t7 7, 1 1i[P T1;'i L Sf All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling m and domoing. 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. Concen[ratlon 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. 10-0- 0 k 20-0-0 k10-0-0 Ilk 1/I 3, 5 0 6X8 T 5- 8- 8 0 7— Face = 04% 3_OV- 4 8XI0 6X8 6.00 3.00 T 5- 6- 6 0-6- 6 5X6 Face = 0- 2-8 0-8- 0 _ _ .0-8-0 9-7- 11 194-10 9-7-11 1 8 6 1366# 8. 00" 1366# 8.00" CO 1- 0- 0 40-0- 0 e 1--0- 0 A S ( 12) 2X4 (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 M—alr® nda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chic: Date: 4-21-03 TIC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARON DA WAY Bracing shown an this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 pst DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support truss to buckling BC Live O.0 p $f O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 of members only reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 Sf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the mein structure may be required. (See HIB-91 of TPI). p Code beset LICENSE #0050068TrussPlateInstitute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDOXI-32766 TOTAL 33.0 psf V:09.05.02- 21647- 1 HCS: 08. 20.02 Design: MatrixAnalysisJOBPATH: C:ITEE-LOKIHOMEDIR JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: C1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to Joint Locations====_____ _____ _ This design is for an individual building BOT CHORDS: 2x6 SP #2 either edge of web(s) shown. Bracing MUST be 1)- '0- 0- 0 5) 40- 0- 0 9) 10- 3-11 component and has been based on Information WEBS: 2x4 SP #3 positioned to provide equal unbraeed 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 2,4 segments OR 2x4 T-brace nailed flat to edge 3) 20- 0- 0 7) 29- 8- 5 any damages asarecWtoffaultMULTIPLELOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 30- 0- 0 8) 20- 0- 0yorInslbWtyfor and/or designs ect information,specificationstruss designdesignsfurnishedtothebussdesigner composite result of multiple loads. O p Brace must extend at least 90% of web lengthg MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracyby All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 141 -0" . X-Loe Vert Horiz Uplift Y-Loa Type _ of this inlbrmationasitmay relate toaspe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, 0- 4- 0 1366 58 -992 BOT PIN cHfc project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 39- 8- 0 1365 0 -1011 BOT H-ROLL exercises no control with regard to fabrics- L/999 Bld e= Encl L= 58.0 ft W. 40.0 £t Truss 1PROVIDE UPLIFT CONNECTION PER SCHEDULE: tion, handling, shipment and Installation of tsusses. This truss has been designed as an L=-0.42" D=-0.44" T=-0.86" in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 992# individual budding component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant. Covering and/or Glazing -Req Support 2 1011# ANSI/ TPI 1-1995 and NDS-97 to be incorporated T= 0. 44" as part of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: TC ..-. FORCE... CSI ..BC ... FORCE... CSI Designer ( registered architect or professlonal T= 0.22" 1- 2 -4019 0.55 10- 9 3615 0.72 engineer). When reviewed for approval by the 2- 3 -4925 0.57 9- 8 3597 0.64 buildingdesigner, the design loadings shown must be checked to be sure that the data shown RM. MB = 115 3- 4 -4925 0.57 8- 7 3596 0.64 are in agreement with the local building codes, 4- 5 -4018 0.56 7- 6 3614 0..72 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- m- ly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about theloint unless otherwise shown. A 5x4 plate 1s 5` wide x 4" long. A 6x8 plate is W 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 xe aminimumsizes 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 un lumber lessotherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with "Handling Installing R Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itton and for resisting lateral forces shall be designed and installed by others.. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. T 5- 8- 8 10-0- 0 k 20-0-0 k 10-0-0 Ilk 1131560000 6X88X10 6X8 76.00 T 5- 6- 6 0-6- 6 8X10 8X10 8X10 0-6- 6 I L U :: I -A- 5X6 24- 15 5X6 Face = 041 3 0V_o 1 -3.00 Face 0- 2-8 0-8- 0 _ _ I0-8-0 9-7- 11 19-4-10 9-7-11 8 11 61366# 8. 00" 1366# 8.00" 1-0- 010-0 40-0-0 CCS I' LA S (12) 2X4 (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WV: C.tItrk.S Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C1 i StemS CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing; portal bracing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing BC Live 0.0 pSf O.C.Spacing: 24.0" h g' 407) 321- 0064 Fax (407) 321-3913 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. Design Criteria: TPI TOMAS PONCE P.E. Addttlonal bracing of the overall structure may be required. (See HIB-91 of-TPI). - BC Dead 10.0 psf Code Dese: LICENSE #0050068 buss Plate Institute, TPI, la located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33. 0 psf V:09.05.02- 21648- 1005 VANNESSADR0VIED0.FL32766 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMED/R HCS: 08.20.02 i JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION TOP CHORDS: 2X6 SP #2 This design is for an Individual building BOT CHORDS: 2X6 SP #2 - component and has been based on information WEBS: - 2X4 SP #3 provided by the client. The designer disclaims 2X4 SP #2 4,6 any responsibility for damages as a result offaulty and/or rencorrectlnfbedttothetrulscaUons and/or designs famished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: SCHEDULE - by the cheat and the. correctness or accuracy Support 1 975# of this information as it may relate to a spe- Support 2. 1009# - cti$ project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: exercises no control with regard to fabrics- L/999 lion, handling, shipment and Installation of L=-0.35" D=-0.36" T=-0.71- trusses. This trusshas been designed as an individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/ TPI 1-1995 and NDS-97 to be incorporated T= 0 , 42 n as part of the budding design by a Building - MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer ( registered architect or professional T= 0 . 21" engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown' RMB = 1.15 - are in agreement with the local building codes, localclimatic 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) a- continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are. not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting-ASTM A 653. Grade 40. unless otherwise shown. - FABRICATION NOTES Prior. to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In wilting before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5s4 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 sizes are rninirnum sties based on the forces shown and may need to be increased for certain hand- ling and/ or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 ' 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 erectlon bracing is, always required. Norma] precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. 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. pConcentration of construction loads greater than the design loads shallnot be applied to trusses at any time. No loads other than the ppp weight of the erectors shall be applied to trussesuntil after all fastening and bracing is completed. r 6-4- 8 0-6-6 WO CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I= 1.00, EXp.Cat. B, 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 -3949 0.44 14-13 3535 0.78 2 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 6.45 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 TI: D QTY: 2 s 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 Iz 114-0 174-0 114-0 1 2 4 6 7 0 6X8 8X10 6X8 Face = 04%- 1 1 3 00 6-2-6 0-6-6 7- Face = 0- 2- 8 080 0-8- 0 10-11-11 16-8-10 - 10-11-11. 1 13 12 11 10 9 8 1366# 8.00" 1366# 8.00 1-0-0 1-0-040-0_0 _I Cd ) P AYES ( 12) 2X4 ( R0-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED. PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W HEK M d C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D all W a 13 1r.A1ro5 CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 1 DurFac - Lbr: 1. 25 3 TC Live 16.0 psf- 4005 MARONDA WAY BRACING WARNING:. Bracing shown on this drawing H not erection bracing, wind bracmg, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 -! SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer.O.C.Bracing BC -Live0.0 psf OSt'1q C)n 24.On p g' 407) 321-0064 Fax ( 407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be Design Criteria: TPI TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). - BC Dead 10.0 psf 1 Code DesC:: - LICENSE #0050068Toss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). - TOTAL 33.0 21 649- 5 1005 VANNESSA DROVIEDO.FL32766PsfV.09.05.02- Design: Matrix Analysis JOB- PA771: C:17EE-L0KIH0MED1R - - - HCS: 08.20.02 J JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 . WE: TI: E QTY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations== -==.___=== This design Is for an individual building BOT CHORDS: 2x6 SP #2' composite result of multiple loads. 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- ,0 component and has been based on information WEBS: 2x4 SP #3 - All COMPRESSION Chords are assumed to be 2) 6-10-14 7) 40- 0- 0 12) 12-11-11.• provided by the client The designer disclaims any responsibility for damages as a result of. 2x4 SP #2 .. 4,6 continuously braced unless noted otherwise. 3) 12- 8- 0 8) 40-. 07 0 - 13) - 6-10-14 faultyo,Incorrect Information. specifications perWndLodr ASCS 7-.98, C&C, V= 125 h, 4 ) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/ordesignsfurnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 27- 4-•0 10) 27- 0- 5 by the clientand the correctness or accuracy - Support 1 974# Bld Type= Eael L= 58.0 ft W= 40.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- ofthisinformation as it may relate to a ape- Support 2 1008# in INT zone, TCDL= 4.2 Psf, BCDL= 6.0 psf X-Loe Vert Horiz .Uplift Y-Loc Type cif]c project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Inpact Resistant Covering and/or Glazing Reg 0- 4- 0 1365 92 -974 BOT - PIN exercises nocontrolwithregardtofabrics- tion,-handling, shipment and installation of L 999 39- 8- 0 - 1365 0 -1008 BOT H-ROLL trusses. This truss has been designed ..an L=-0.32" D=-0.33" T=-0.65" TC... FORCE... CSI ..BC... FORCE... CSI- individual building building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION:. 1- 2 -4002 0.46 14-.13 3591 0.79 ANSI/TPI. 1-1995 and NDS-97 to be incorporated T= 0.42" 2- 3 73689 0.42 13-12 3629 - 0.69 by a Building as partofthe(registered MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3W 6.31 12-11 3343 0.53 chiledesign Designer (registeredarchitectorprofessional engineerl• When reviewed for approval by the T= 0.21" 4- 5 -3860 0.37 11-10 3342 0.53 Building designer, the design loadings shown RMB 1.15 - 5- 6 - 3689 0.43 10- 9 3629 0.69 must Be checked to be sure that the data shown 6- 7 -4002 0.47 9- 8 3590 0.79 are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown; truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are contmu- ously braced by sheathing unless otherwise specified.. Where bottom chords in tension arc not fully braced laterally by a properly. applied rigid ceilings they should be braced at maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review 12-8-0 14-8-0 12-8-0 this drawing to verify, that this drawing is in conformance with the fabricators plans and to 1 2 4 6 7 realtm a continuing responsibility for such veri- fication. Any discrepancies areto be put m 0 0 writing before cutting or fabrication. Plates shall not be installed over knotholes, 6X8 3X4 6X8 knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con - rector plates shall be located on both faces of the truss with nails fully Imbedded and shall be. sym. about the joint unless otherwise shown. A 4X6 4X6 5x4 plate Is5" 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 7-0-8 members shall meet at the centrold of the webs 8X14 4X6 unless otherwise shown. Connector plate sizes 0.6-6 81X14 0-6-6 are minimum sizesbasedontheforcesshownandmayneed to be increased for certain hand- ling and/or erection stresses. This truss is not 3X4 3X4 - to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3-0-15 information on Quality Control refer to 5X8 SX8 ANSI/ TM 1- 1995 . Face = O-J-8--- 11AB , 3 00 Face = 0-2-8 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling. Installing & Bracing", HIB- 91. Trusses are to be handled with particular care during banding and bundling; delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by.others. Careful hand- ling is essential and erection bracing is always required. Norma] precautionary action for - trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trussesshall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration bf construction loads greater than. the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to cusses until after all fastening and bracing Is completed. 0-8- 0 _I 0-8-0 12-3-11 14- 0-10 12-3-11 i 13 12 11 10 9 8 1366# 8.00" 1366# 8.00" 1-0-0 40- 0-0 1 11--0-0- CCSA S (12) 2X4 ( I RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 da A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: _ Truss ID: E Ivilar®11 Systems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 Tc Live 16.0 Psi DurFac - Lbr: 1.25- 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 PSf DurFaC - PIt: 1.25 SANFORD, FL.-32771 which is a part of the building design and which must be considered by the building designer. Bracing. is for lateral buckling BC Live 1 O.O P Sf O.C.I Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce length. Provisions mustbe made to anchor lateral bracing at ends and specified locations determined by the building designer.. BC Dead 100 Sf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). P t - Code Dese: LICENSE #0050068Truss PlateInstitute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) 1005 VANNESSA DR.DVIED0. F1.32766 - TOTAL 33.0 psf V:09.05.02- 21 50- Design: Matrix Analysis JOB PATH: C.ITEE-LOKIHOMEDIR HCS 08.20.02 3 t JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO.CHEK3 WE: TI: F 61TY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=== 1) This dmlgn is for an Individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. - 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 6-14 7) 40- 0- 0 12) 14" 3-11' provided by the client The designer disclaims any responsibility for damages as a result of 2x4 SP #2 2,4,6,8 continuous) braced unless noted otherwise. y 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 faulty or incorrect Information, specifications WndLod per ASCE 7-98, C6:C, V= 125niph, 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 5) 26- 0- 0 10) 25- 8- 5 by the client and the correctness or accuracy Support 1 973# Bld Type= Enel L= 58.0 ft W. 40.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- ofthis Information as it may relate to a spe- Support 2 1007# - in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz- Uplift Y-Loc - Typectncprotectandacceptsnoresponsibilityor to fabrics- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 4- 0 1365 94 -973 BOT PINexerolsesnocontrolwithregard tion, handling, shipment and installation of L/999 39- 8- 0 1365 0 -1007 BOT H-ROLL trusses. This truss has been designed as an L=-0.30" D=-0.31" T--0.61" TC...FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1= 2 -4036 0.47 14-13 3627 0.80 ANSI/TPI I-1995 and NDS-97 to be Incorporated T= 0.42" 2- 3 -3545 0.43 13-12 3656 0.68 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3 = 4 -3503 0.33 12-11 3195 0.48 - Designer (registered architect or professional engineer). When reviewed for approval by the T=. 0.21^ 4- 5 -3503 0.33 11-10 3195 0.48 - - building designer. the design loadings shown RMB- 1.15 5- 6 -3544 0.44 10- 9 3656 0.68 must be checked to be sure that the data shown 6- 7 -4036 0.48 - 9- 8 3626 0.80 are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrl-tion, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Ung 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 ANSIMI I-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 pm- Itton 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 doing installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to truss- at any time. No loads other than the welght of the erectors shall be applied to trusses mn] after all fastening and bracing Is completed. 7-8-8 14-0-0 k 12-0-0 14-0-0 111Ilk 1 2 1 4 6 7 0 - 0 0-6-6 T 5X8 Face = 0-J*- 6X8 3X4 6X8 3-4-1J 3.00 0-6-6 5X8 T Face = 0-2-8 7-6-6 0-8- _I I 0_8-0 . 13-7-11 114-10 13-7-11 -- 11 13 12 11 10 9 8 1366# 8.00" 1366# 8.00" 1-0-0 40-0-0 11-0-0 CCSA S (12) 2X4 (i RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 dl"®Il(7 S)/$t!Il]S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bmcihg shown on this drawing is not erection bracing, Wind bracing, portal bracing or similar bracing TC Dead 7.0 psf Durfac - PIt: 1.25 SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be, BC Live O.O p sf O.C. Spacing: 24.0rr TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H113-91 of TPI). BC Dead lO.O P sf - Design Criteria: TPI COUP. Dese: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onollio Drive, Madison, Wisconsin 537 19) 1005 VANNESSA DR.OVIEDO,Ft32766 TOTAL 33.0 psf V:09.05.02- 21651- 7 i Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDIR - - HCS:.08.20.02 L_. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: G Q771 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations =====_________ _ 0- This design is for an individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0 5) 31- 7-12 9) 24- 7- 8 .. component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 8.- 4- 4 6) 40- 0- 0 10) 15- 4- 8 provided by the client. The designer disclaims 2x4 SP #2 2,4,6 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 anyresponsibilityfor damages as result of WhdLod per ASCE 7-98, C&C, V= 125mph, - 4) 25'- 0- 0 8) 31- 5- 8 12) 0- 0- 0 faultyorlntrorrcctinformation, specifications peand/ or designs furnished to the truss designer pROVIDS UPLIFT CONNECTION PER SCHEDULE: - H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 MAX. REACTIONS PER BEARING LOCATION --- :-- by the client and the correctness or accuracy Support 1 970# Bld Type= Enel L= 58.0 ft W- 40.0 ft Truss X-Loc Vert Horiz Uplift Y-Loa Type, of this information as it may relate to a spe- Support 2 - 1008# in IN'T zone, TCDL- 4.2 psf BCDL= 6.0 psf 0- 4- 0 1365 105 970 BOT PIN clfic project and accepts no responsibility or MAX- LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 39- 8- 0 1365 0 1008 BOT H-ROLL -- exercises no control with regard to fab l-- L/999 tion, handling, shipment and installation of tresses.. This truss has been designed as an L=-0.28" D=-0.29" T=-0.57" TC... FORCE... CSI ..BC... FORCE... CSI individual building component to accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1= 2 -4030 0.48 12-11 3623 0.79 ANSI/ TPI 1-1995 and NDS-97 to be incorporated T- 0. 42" 2= 3 -3449 0.40 11-10 3646 0.66 as part of the buildmg_design by a Building MAX HORIZONTAL LIVE LOAD 'DEFLECTION: 3- 4 -1132 6.91 10- 9 3130 0.56 Designer ( rcglstered architect or professional T= 020" 4- 5 -3451 041 9- 83645 066 englneerl. When reviewed for a approvalby the building designer, the design loadings shown 5- 6 -4029 0.50 8- 7 3622 0.79 must be checked to be sure that the data shown RMB = 1. 15 are In agreement with the local building codes, local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown, truss has riot been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing;unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufacturedfrom20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revlew dr awing rawing toverify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancles are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6X8 plate is 6" - wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlmum sizes based on the forces shown and may need to be increased for certain hand- ling and/ or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recoimnendations 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 requiressuch temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervislon of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than thedesign Toads shall not be applied to trusses at any time. No loads other than the weight of the erectors had be applied to trusses until after all fastening and bracing Is completed. 8- 2-8 15-0-0 10-0-0 k 15-0-0 Ilk 1 25 0 - 0 - 0- 6-6 1 Face = 04% 6X8 12-2 0 i 1 -3.00 8-0-6 0-6-6 Face = 0-2- 8 0-8-0 I L,0-8-0 14-8-8 9-3-0 14-8-8 11 11 10 8 7 1366# 8.00" 1366# 8.00" 1pp e100- RO- 1 Cj A ES (12) 2X4. 0-10) EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: taitK.s MdA"011(d Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G y CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Live 16. 0 Psi' DurFac - Lbr: 1.25 40,05 MARON DA WAY Bracingshown on this drawing Is not erection bracin wind bracing, portal bracing r simllar bracing 8 g. g. P g o g TC Dead 7.0 P sf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is apart of the building design and which must be considered by the building designer. Bracing for lateral buckling BC - Live 0.0 psf O.C. Spacing: 24.0" 407) 321-0064Fax (407) 321-3913 shown Is support of truss members only to reduce length: Provisions must be Design Criteria: TPI' TOMAS PONCE P. E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPn. BC Dead 10.0 Psf Code DesC:. LICENSE # 0050068 Muss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANN@SSA OROVIE130. FI-32766 TOTAL 33.0 psf V:09.05.02- 21652- -8 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cltle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, pmJect spcdtimtions 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 IatemBy by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed 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 fabrlmtor's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In wilting before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector.plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown..A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mlNmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- lings essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D TOP CHORDS: 2x4 SP 2 2x6 SP 2 2 BOT CHORDS: 2x6' SP 2 WEBS: 2x4 SP 3' 2x4 SP 2 3 WndLod per ASCE 7-98, C&C, V= 125m1ph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W. 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf impact Resistant Covering and/or Glazing Req 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 T 4-3-15 0-6-6 WO: CHEK3 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 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 550 TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2367 0.50 10- 9 2054 0.55 2- 3 -2302 0.34 9- 8 2033 0.48 3- 4 -2065 0.49 8- 7 2036 0.54 4- 5 -2283 0.34 5- 6 -2348 0.51 TI: H 61TY:1 Joint Locations-====_________ 1)00- 0 5) 16-.3- 0 9) 7- 0- 0= 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 TOTAL DESIGN LOADS------------ Urli form PLF From PLF ITo TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 MAX: REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1381 0 -559 BOT PIN 19- 8-.0 1368 0 -559 BOT H-ROLL 7-0-0 k 6-0-0 k 7-0-0Ilk 1 2 5 6 6.00 -6 5X10 6X8 20-0-0 10 9 8 7 1381# 8.00" 1368# 8.00" 119 20-0-0 -1 119 430# - 430# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE ANSUTPI 1-1995 scale = 0.3010 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 sjystems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H drOIldd CONTRACTOR. Dsgnr: TLX Chk: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral BC Live 0.0 f O.C. Spacing:24.0" 407) 321-0064 Fax (407) 321-3913 support of truss members on to reduce bucklinglength.Provisions most be made to anchor lateral bracing at ends. and specified locations determined by the building designer. BC Dead 10.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. [See HIB-91 of TPI). psf 1Code Desc: LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DS.OVIEDOX1.32766 TOTAL 33.0 psf V:09.05.02- 21654- ! Design: Matrix Analysis JOB PATH: CATEE-LOKWOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: C4K3 WE: TI: 1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ======___=====Joint Locations=====__________ This design Is for an individual building BOT CHORDS: 2x4 SP #2 - - composite result of multiple loads. 1) 0- 0- 0 5). 15- 5- 0 9) e: 0- 0 '- componentandhasbeenbasedontnfolmauoit WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0 0 any n the client. The designer disclresult of WEDGES t 2x4 SP #2 continuous) braced unless noted otherwise. 3 ' 9- 0- 0 7 20- 0- 0 " any responsibility for damages as a result of Y ) ) faulty or Incorrect information, specifications WndLod per ASCE 7.98, C&C, V= 125mph, 4) "11- 0- 0 8) 11- 0- 0 and/or designsfurnished to the truss designer - PROVIDE UPLIFT CONNECTIONI'PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX, REACTIONS PER BEARING LOCATION----- bythe client and the correctness or. accuracy Support 1 547# Bld Type= Eacl L= •58. 0 ft W- 20.0 ft Truss X-Loc Vert Horiz Uplift Y-Loe .Type ofthis.informauonasItmay relate toa'spe- Support 2 496# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 pSf 0- 4- 0 711 31 -547 BOT PIN dflc projectandacceptsnoresponsibilityorMAXLIVELOADDEFLECTION: Ixrpact Resistant Covering and/or- Glazing Req. 19- 8- 0 659 0 -496. BOT H-ROLL exercises no controlwithregardtofabrics- L/999 - - - - lion, handling, shipmentandInstallationof - . trusses.. This truss has been designed as an L=-0.04" D=-0."04" T--0.07" .,TC... FORCE... CSI :.BC... FORCE... CSI. individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -973 0.27 10- 9 826 0.40 ANSI/TPI 1- 1995 and NDS-97 to be incorporated -T= 0, 04r, 2= 3 -191 0.23 9- 8 665 0.25 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3 4 - 66.7 0.16 8- 7 825 0.40 Designer (registered architectorprofessionalT= 0 . 02" - engineer). When reviewedforapprovalbythe - - - 4- 5 -787 0.24 building designer, the design loadings shown 5- 6, -972 0.30 must be checked to be.- that the data shown RMB = 1.15 are in agreement with the local building codes, local climatic records for wind or snow loads. - - project specilications or special applied loads. - - Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) am continu- ously braced by sheathing unless otherwise - specified. Where bottom chords in tension are not Tully braced laterally by: a properly applied - - - rigid ceiling, they should bebraced at a maximum spacing of 10'- 0" o.c. connector 9-0-0 2-0-0 9-0-0 plates shall be manufactured from 20 gauge hot Ilk 1 5 6 dipped galvanized steel meeting ASTMA653. - ._ 2 Grade 40, urdess otherwise shown. - 0 - 0 - - FABRICATION NOTES Prior to fabrication, the fabricator shall review 4X8 4X6 this drawing to verify that this drawing Is in >2X4 conformance with the fabricator' s plans and to realize a rnhtitinuing responsibility for such verl- ftcaon.Any discrepancies am to be put in writing before cutting or fabnca0on.Plates shall not be installed over knotholes, knotsordistorted grain. Members shall be cut - 2X4 for tight fitting wood to woodbearing:. Con-neetor plates shall be located: on both faces of the truss with nags fully imbedded and shall be sym5-3-1$ . about the joint unless otherwise shown. A5-0-6 Sx4.plate is 5" wide x 4" long. A 6xB plate is 6"wide x 8" long. Slots (holes) runparallel tothe plate length specified..Double cuts on web0-6-6 members shall meet at the centrold ofthewebs0-6-6 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may needto be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated 5X6 6X8 3X8 _ 5X6 lumber unless otherwise shown. For additional Information onQualityControlrefertoANSI/TPI 1-1995 _ PRECAUTIONARY NOTES All bracing and erection recommendations'are to be followed in accordance with "Handling. Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the - weight of the erectors shall be applied to ru tsses until after all fastening and bracing iscompleted. Q 712# 8.00" 1-1- 9 R1- 1- 7) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER Maronda Systems 4005 MARONDA WAY SANFORD, FL- 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068_ 1005 VANNESSA DROVIEDWI-32766 WAKIV11111Ci: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 660# 8.00" 20-0-0 1-1995 scale = 0.3171 Eng. Job: Dwg: Ignr: TLY Chk: TC Live 16.0 psf TC Dead 7. 0 psf BC Live 0. 0 psf BC Dead 10. 0 psf TOTAL Truss ID: Date: 4-21-03 Durfac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24. 0" Design Criteria: TPI Code Desc: V:09.05. 02- 21655- 10 Design: Matrix Analysis JOB PATH:-C:1TEE-LOKIH0ME01R HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. WO:>CHEK3 WE: TI: J QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====__ _--. ____ This design is for an Individual building BOT CHORDS: 2x4 SP #2 c6aposite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 provided by the client. The designer disclaims WEDGES:. 2x4 SP #2 continuously braced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- 0 for damages asaresult of anyror Incorrect Incorectinformation, specifications WadLod per ASCE 7-98, C&C, V= 125 h, P MAX. REACTIONS PER BEARING LOCATION----- and/ oror and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 X-Loc Vert Horiz Uplift Y-Loe Type by the client and the correctness or accuracy Support 1 532# Bld Type- Enal L= 58.0 ft W= 20.0 ft Truss 0- 4- 0 711 60 -532 BOT PIN of Us Information as It may relate to a spe- Support 2 566# in TNT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 19- 8- 0 711 0 -566 BOT H-ROLL ci0c project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering' and/or Glazing Req exercisesnocontrolwithregardtofabrica- tion, handling, shipment and Installation of trusses. This truss has been designed asan L=-0.04" D=-0.04" T--0.07" TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1= 2 -963 0.26 8- 7 816 0.40 ANSI/ TPI 1-1995 and NDS-97 to be incorporated T= 0.03" 2- 3 -753 0.22 7- 6 816 0.40 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -753 0.22 Designer ( registered architect or professional T. 0.02^ 4- 5 -963 0.29 engineer). When reviewed for approval by the building designer. the design loadings shown RMB - 1.15 mustbecheckedtobesurethatthedatashownare In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are carillon- 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 10-0-0 10-0-0 maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot 1 2 Q 5 dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown. 0 0 FABR bCATIONrication, theabricator NOTESPriortoshallreviewthis dmwing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- flmtion. Any discrepancies are to be put In writing before cutting or fabrication. plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 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 ndaftnum suns 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 unlessotherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling - Installing &. Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing H always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tosses 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. 5- 9-15 0- 6-6 4 4X6 20- 0-0 _ L Ilk8 7 712# 8.00" 712# 8.00" 119 _) 20-0-0 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 1005 VANNFSSA Dit.DVIEDO.FL32766 WAitNING: 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 smnlar 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). Truss Plate Institute, TPI, Is located at 583 D'OnoCrio Drive, Madison, Wisconsin 53719). 5- 6-6 0- 6-6 J I scale = 0.3010 Eng. Job: EK Dwg: Truss ID: J Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf. DurFac - Lbr: 1.25 TIC bead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 Design: Maird Analysis JOB PA771: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: J1 QTY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS --This design is the Joint Locations===== ___= __===e This design is for anlndlwdualbuilding BOT CHORDS: 2x4 SP #2 couposite result of multiple loads. 1)= 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 19-. 5- 8 8) 0- 0- 0 provided by the client. The designer disclaims WEDGES: 2x4 SP #2 - continuously braced unless noted otherwise. 3) 10- 0- 0 6) 19- 5- 8 for damages asaresult offaulty any responsibilityorWndLodperASCE7-98, C&C, V= 125mph, MAX. REACTIONS PER BEARING LOCATION----- Incorrect and/ or designs tarnished to the truss designer and/orrinIgnsffurnishedtoPROVIDEUPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Cat. B, Xzt- 1.0 SCp • X-Loc Vert Horiz lift Y-Loc e Type bythe client and the correctness or accuracy - Support 1 531# Bld Type= Enel L- 58.0 ft W. 19.5 £t Truss 0- 4- 0 700 26 -531 BOT PIN of this Information as It may relate to a spe- Support 2 473# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 19- 3-12 635 0 -473 BOT H-ROLL elite protect and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req exercises no control with regard to fabrlca- L/999 tfon.es. Thistr. tpmenthasbe.dinsigneda. f trusses. This truss has been designed as an L=-0.03" D=-0.03" T=-0.06" TC...FORCE...CSI .-.BC ... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1= 2 -947 0.26 8-7 801 0.46 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.03" 2- 3 -737 0.22 7- 6 749 0.45 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -740 6.27 Designer (registered architect or professional T. 0.01" 4- 5 61 0.20 engineer). When reviewed for approval by the building designer. the design loadings shown RMB = 1.15 must becheckedtobesurethatthedatashownarein agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads: The design assumes compression chords ( top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 10_0-0 9-5-8 not fully braced laterally by a properly applied 1 2 4 - 5 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 galvanlzed steel meeting ASTM A 653, 6.00 6.00 Grade 40, unless otherwise shown. 4X6 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- flation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", H16-91. 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- It1on 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 dominotng. The supervision of erection of trusses shall beunder the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to I— at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. 2X4 3X4 5- 9-15 5-6-6 0-9-10 0-6-6 2X4 5X6 6X8 3X4 700# 8.00" 1-1-9 19-5-8 R1 F. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: D g MaA' 011dc' 8Systems11CONTRACTOR. BRACING WARNING: Ds nr: TLY Chk: TC Live 16. 0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC. Dead 7.0 psf SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psf 407) 321-0064Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P. E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure. may be required. (See HIB-91 of TPI). BC Dead 10. 0 psf. LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TOTAL 33.0 psf 1005 VANNESSA DR.OVIEDO.FL32766 M 636# 3. 50" scale = 0.3254 Truss ID: J1 Date: 4-21- 03 DurFac - Lbr: 1. 25 DurFac - Pit: 1. 25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Malrls Analysis - JOB PATH., C:ITEE-LOKIHOMEDIR H(:J: t16-W.ut JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: J3 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. _ ======__ Joint Locations===______ This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0 4) 13- 4-12 7) 13- 6-10 component and has been based an Information WEBS: 2x4 SP #3 eeaglosite result of multiple loads. 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12providedbytheclient. The designer disclaims SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0anyresponsibilityfordamagesasaresultofBEAR • BLX• 2X4 SP #3 - continuouslyfaultyorincorrectinfonnatlon,specifications y braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- and/or designs furnished to the truss designer WndLod per ASCE 7-98, C&C, V= 125mph, X-Loe Vert Horiz Uplift Y-Loc Type by the client and the correctness oraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 19- 8- 4 645 0 -382 TOP H-ROLLofthisinformationasItmayrelatetoaspe- Support 1 515# Bld Type- Ebel L= 58.0 ft W= 19.5 ft Truss 0- 4- 0 701 168 - 515 BOT PIN cific project and accepts no responsibility or Support 2 382# in IN'T zone, TCDL- 4.2 sf, BCDL- 6.0 sfexerctsesnocontrolwtthregardtofabrim- MAX LIVE LOAD DEFLECTION: act Resistant Covering and/Or Glazing Relion, handling, shipment and installation off g g q trusses. This truss has been designed as an L/999 Individual building component in accordance with L=-0.07" D=-0.07" T=-0.15" ..TC... FORCE ... CSI ..BC...FORCE... CSI ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1753 0.33 9- 8 1553 0.34 as part of the building design by a Building T- 0.06" - 2- 3 -1578 0.30 8- 7 1454 0.37 engl Designer (registeredmvieweruchteor approval professional by MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1383 0.31 7- 6 113 0.13 engineerl. When reviewed for approval by the ' building designer, the design loadings shown T= 0. 03" - 4- 5 -1383 0.30 - must be checked to be sure that the data shown - are in agreement with the local building codes, RMB = 1.15 _ local climatic records for wind or snow loads, - pmject specifications or special applied loads. Unless shown, truss has not been designed for - - storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise - specific. 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(Y-W o.c. Connector plates shall be manufactured from 20 gauge hot - dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. 7-4-0 12-5-0 FABRICATION NOTES 1 2 4 S Prior to fabrication, the fabricator shall review - 0 this drawing to verify that this drawing is in 3X6 - conformante with the fabricator's plans and to 4X8 2X4 6X8 realizeacontinuingresponsibilityforsuchvert- cation. Any dlscrepencics 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 - e for tight fitting wood to wood bearing. Con- . motor plates shall be located on both faces of 2X4 - - the truss with nails fully Imbedded and shall be - sym. about the joint unless otherwise shown. A - - 1- 31-1 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" 4-5-15 wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web 0-6-65X10 3X8 3X4 members shall meet at the'centroid of the webs - unless otherwise shown. Connector plate sizes 1-8-15 are minimum sizes based on the forces shown 3X4 andmayneetobeIncreaseforcertainhand- _1L lingand/or erection stresses. This truss is not 3X4 to be fabricate with fire retardant treated 5X6 - 1-5-15 lumber unless otherwise shown. For additional .. information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rkm and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing I. always required- Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dondnoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 3. 00 I 0- 8-0 _ U _ _0-3-8 Ilk 6-11-12 k 11-9-12 kk 9 7 6 702# 8.0W 645# 1.50" 1- 1-1-99 le P i 0 3-8 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3209 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: wu: k-titr"i . Mjaronda A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 S$ eHl1S CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 4-21-03 TICLive 16.o PS DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral BC Live 0.0 f O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown supportin oftrussmembersoto reduce buckling length.Provisions must be madetoanchorlateralbracingatendsandspeclffdlocationsdeterminedbythebuildingdesigner. BC Dead 10.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the wer-all structure may be required. (See HIB-91 of TPI). psf 1 CodeDese: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNFSSA DP-OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 21658- 1 Design. Matrix Analysis JOB PATH: C:ITEE-L0,KIH0MEV1R HCS: 08.20.02 r-- ., - . _.. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO:.CHEK3 WE: TI: K 6QW-3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [l: Plate(s) OFFSET from joint center. The ===Joint Locations=====__________ This design Is for an Individual building BOT CHORDS: 2x4 SP #2 - Joint Detail Report must be included - =1) 0- 0 0 6) 20- 8- 0 11) 8- 0- 0 component and has been based on information WEBS: 2x4 SP #3 - with any submittal, inspection, and/or 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 provided by the client. The designer disclaims WEDGES: 2x4 SP #2 - fabrication documentation. 3J' 8- 0- 0 8),16-11- 0 13) 0- 0- 0anyresponsibWtyfordamagesasaresultofAllCOMPRESSIONChordsareassumedtobeMULTIPLELOADS -- This design is the 4) 13- 4- 0 9) 13- 4- 0faultyorincorrectinformation, specifications and/or designs fumnishedto the truss designer continuously braced unless noted otherwise. composite result of multiple loads. 5) 16-11- 0 10) 11- 4- 0 by the client and the correctness or.accuracy WndLod per.ASCE 7-98, C&C, V- 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as it may relate to a spe- PROVIDE UPLIFT CONNECTION. PER SCHEDULE: H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type rifle project and accepts no responsibility or Support 1 64# Bld Type= Enel L= 58.0 ft W= 20.7 ft Truss 0- 4- 0 185 173 -64 BOT .PIN exefabrica- tion, handling, li control with regard t lation o Support 2 1076# in INT zone, TCDL= 4:2 sf, BCDL= 6. 0Lion, handling. shipment and Installation of ° p , psf 11- 6- 4 1282 0 -1076 BOT H-ROLL trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Individual building component in accordance with L/999 - - ANSI/TPI 1-1995and NDS-97tobeincorporated L=-0.07" D=-0.07" T=-0.14" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 - 37 0.12 13 -12 7 0.17 Designer ( registered architectorprofessional T= 0.05" 2- 3 296 0.30 12-11 4 0.09 engineer). When reviewed for approval by the building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1196 0.44 11-10 -323 0.11 must be checked to be sure that the data shown T= 0.03" - 4- 5 511 0.29 10- 9 -430 0.17 are in agreement with the local building codes, 5- 6 235 0.15 9- 8 -174 0.10 local climatic records for wind or snow loads, RMB = 1.15 8- 7 -170 0.10 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 eontinu- 13-4-0 74-0 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 3 5 6 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a O - 0 madmum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, - 4X6 Grade 40, unless otherwise shown. _ FABRICATION NOTES . Prior to fabrication, the fabricator shall review 3X4 this drawing to verify that this drawing Is in - conformance with the fabricators plans and to reallze a continuing responsibility for such veri- 3X4 4-2-6 focation. Any discrepancies are to be put in writing before cutting or fabrication. 0-6-6- Plates shall not be installed ever knotholes, - knots or distorted grain. Members shall be cut - for tight fitting wood to wood bearing. Con- 7-5-15 R- nectorplatesshallbelocatedonbothfacesof - 6X8 — thetrusswith .join fully Imbedded and shall be - sym. about the Joint unless otherwise shown. A I6X81 3X4 2X4 SX6 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. 0-6-6 3-0-0 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown - - - and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not — 3- 0-0 tobefabricatedwithfireretardanttreated5X6 2X4 SXS lumberunlessotherwiseshown. For additional information on Quality Control refer to I- 3- 4-g _I - ANSI/ TPI 1-1995 10. 80 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed in accordance with "Handling Installing 8c Bmcleg', 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- itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Ls essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and deadening. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 8- 0-0 L 34-0 I, 94-0 _ 1 13 12 11 10 9 8 7 185# 8.00" 1283# 3.50" CANT: 9-0-0 1- 1-9 20_ S_0 J 1, 1-9___ COSMEI 1ATES 4) 2X4 j(R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2803 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WV: GF1EK3 Truss ID: K Maro91da ySteMS CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 Ps f O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is for lateral support oftruss members only to reduce buckling length. Pmvislom must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required, (see HIB-9I of TPI)_ 1 CodeDese: LICENSE # 0050068 - Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR OViEDO.F1.32766 TOTAL 33.0 psf V:09.05.02- 21659- 1 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB`. CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 i Plate(s) OFFSET from joint center. The Joint Locations=====_=====____ This design Is for an individual. building BOT CHORDS: 2x4 SP #2 - Joint Detail Report must be included 1) Oa 0- 0 5) 15- 4- 0 9) 11- 4-; 0 " component and has been based on Information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0providedbytheclient. The designer disclaims for damages WEDGES: 2x4 SP #2 fabrication documentation. 3) 8- 0- 0 7) 20- 8- 0 11 0- 6- 0as a IMWul ofany y or incorrectfaultyorincornctirdortnatlon,spectltmtlons All COMPRESSION Chords are assumed to be MULTIPLE LOADS - - This designgn is the 4) 11- 4- 0 8) 15- 4- 0 and/or designs furnished to the truss designer continuously braced unless noted otherwise. composite result of multiple loads. MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy WridLod per ASCE 7-98, C&C, V= 125mph, Loc Vert Horiz Uplift :T-Loc TypeofthisinformationasItmayrelatetoaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I- 1.00, Exp:Cat. B, Kzt= 1.0 0- 4- 0 185 181 -56 BOT' PINclilcprojectandacceptsnoresponsibilityor exercise control with regard latrines- Support 1 56# Bld Types Enel L= 58.0 ft-W= 20.7 ft. Truss 11- 6- 4 1282 0 -1127 BOT H-ROLL tHon. handling, shipment and installation of - li Support 2 1127# p) _ in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfP trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant. Covering and/or Glazing Req Individual building component in accordance with L/999 ANSI/TPI 1- 1995 and NDS-97 to be incorporated L=-0.08" D=-0.08" T=-0.16". TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 74 0.17 11-10 -18 0.18Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.03" - 2- 3 291 0.20 10- 9 -350 0.14 building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1142 0.29 9- 8 -256 0.15 must be checked to be sure that the data shown T. 0.02" 4- 5 976 0.28 8- 7 -260 0.19 arc in agreement with the local building codes, 5- 6 355 0.28 local climatic records for wind or snow loads, RMB - 1.15 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 rnntinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied 11-4-0 4-0-0 5-4-0 1 2 3 6 rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 0dippedgalvanizedsteelmeetingAS-fM A 653, 6.00 Grade 40, unless otherwise shown. 4X6 4X8 FABRICATION NOTES Prior to fabrication, the fabricator shall review TthisdrawingtoverifythatthisdrawingIsm confornance with the fabricator's plans and to realize a continuing responsibility for such veri- 3X4 3-2-6fication. Any discrepancies are to be put in 0-6_6writingbeforecuttingorfabrication. Plates shall not installed over knothole. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of 6-5-15 2X4 the truss with nails fully imbedded and shall be 6XIIJ 2X4 - 5X6 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 3-0-0membersshallmeetatthecentroidofthewebs unless otherwise shown. Connector plate sizes are minimum sizes based on the force shown 0-6-6 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 3-0-0 lumber unless otherwise shown. For additional 5X6 SXS _ 3_4_8informationonQualityControlreferto ANSI/TPI 1-1995 I 10.80 I PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas- Ition-and for resisting lateral forces shall be designed and installed by others. Careful band - ling Is essential and erection bracing is always required. Normal premutionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. . Professional advice shall be sought If needed. Concentration of constructlon 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 russtes until after all fastening and bracing Is completed. 8-0-0 34-0 94-0 11 10 148 7 186# 8.00" 1282# 3.50" CANT: 9-0-0 11-1-9-9 20-5-0 1--19 COS1 TiL'jP'LATE 13 (4) 2X4 id EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2922 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 M!ar011da System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K1 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 TIC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral truss to buckling length. BC Live 0 rrO.C. Spacing: 24.0407) 321-0064 Fax (407) 321-3913 support of members only reduce Provislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. psi Design.' Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required: (See HIB-91 of TPI). BC Dead 10.0 psfCode Dese: LICENSE #0050068 Russ Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wlsmnsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psi I V:09.05.02- 21660- 1. Design: Marra Analysis JOB PATH: CATEE-LOKIHOMED/R L HCS: 08.20.02- DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and 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/TPf 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 checkedto be sure that the data shown are in agreement with the local building codes, local climatic mmrds for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revlew this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. -A 5x4 plate Is 5" wide x V long. A 6x8 plate is 6" wide x 8" long. 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 sins based on the forces shoran and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 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, Rzt= 1.0 Bld Type- Encl L- 58.0 ft W= 20.7 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/ 999 L=- 0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" WO: CHEK3 WE: Q : 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 cooposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 640# Support 2 856# Support 3 356# TI: K2 9TY:1 Joint Locations=====__________ 1) 0 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) . 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 46 1- 1- 9 46 13- 0- 0 TC Vert L+D -118 13- 0- 0 118 17- 4- 0 TC Vert L+D 46 17- 4- 0 46 21- 9- 9 BC Vert L+D 20 0- 0- 0 20 13- 0- 0 BC Vert L+D 59 13- 0- 0 59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 TC... FORCE...CSI BC... FORCE CSI Concentrated LBS Location 1- 2 806 0.23 13-12 683 0.15 TC Vert L+D 120 17- 4- 0 2- 3 609 0.22 12-11 476 0.21 BC Vert L+D 1449 11- 7- 4 3- 4 51 0.44 11-10 29 0.16 BC Vert L+D 79 17- 4- 0 4- 5 51 0.44 10- 9 2205 0.27 MAX. REACTIONS PER BEARING LOCATION----- 5- 6 -795 0.22 9- 8 703 0.33 X-Loe Vert Horiz Uplift Y-Loc Type RMB 1.00 8- 7 693 0.29 0- 4- 0 615 82 640 BOT PIN 12- 10- 0 2435 0 856 BOT H-ROLL 20- 6- 4 546 0 356 BOT H-ROLL 120# 94- 0 k 8-0-0 34-0 Ilk1 2 4 6 6 6.00 5X6 2X4 4X8LU T0-6-6 2- 2-6 2X4Its I 5 - 5-15 2X4 5X6 8X10 0- 6-6 3-0-0 5X6 5X6 [6X81 6X8 3-0-0 M - I, 13-0-0 I 7-8-0 L 113 12 11 1cl 8 7 616# 8.00" 2435# 4.00" 546# 3.50" 1- 1-9 20-8-0- 1 a4VA12-10-0 79# R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.2922 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jobe W : M S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K2 aronda y stems CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing buckling length. BC Live 0.0 p sf O.C. Spacing:. 24.Orr 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce Provisions must be Design Criteria: TPI TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addlmonal bracingof the overall structure may be required. (See HIB-91 of TPI). BC Dead 1U0 psf p CodeDesc: LICENSE #0050068frrussPlateInstitute, TPI, Is located at 583 D'OnoMo Drive, Madison, Wisconsin 53719). 1005 VANNESSA n TOTAL 33.0 psf V:09.05.02- 21662- 16 Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDTR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local cl®atic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been deslgned for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped. galvanized steel meeting ASTMA 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint urdess 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 otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing A Bracing', HfB-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 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 domfnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be appliedto 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: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x4 SP 2 WEBS: 2x4 SP 3 2x4 SP 2 3 SLIDERS: 2x4 SP 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 493# Support 2 408# 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= 0.03" RMB = 1.15 4- 5-15 i 0- 6-6 WO:_ CHEK3 WE: MULTIPLE. LOADS -- This design is the composite result of multiple loads. All, COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLcd 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 END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 926 0.30 7- 0 -747 0.16 2- 3 -766 0.32 0- 6 -962 0.21 3- 4 0 0.29 6- 5 -587 0.27 TI: K3 6QTYA Joint Locations== ==___====== 1) 0- Oa 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 BOT PIN 12- 10- 0 422 0 -408 BOT . H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 206# 74- 0 k 5-8-0 Ilk1 2 4 0 4X8 2X4 4- 2-6 3. 00 II 3.00 0- 8-0 040 6- 0-0 6-0-0 17 5 487# 8.00" 423# 4.00" 1. 1-1-9 13-0-0 R1- 1-7) 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 DR.OVIEDO.FL32766 WARNIN' ti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, (See HIB-9I of TPI). Truss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0' psf. scale = 0.4674 Truss ID: K3 Date: 4-21-03 laulruG - Luf. I.LiJ DurFac - PIt: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: vno nr, n,.7- 91 AAA- 1 Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDfR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K5 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge c ___==_ ===== Joint Locations===>z=======a This design is for an Individual building BOT CHORDS: 2X6 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1)0- 0-c0 3) 13- 4- 0 5) 6- 8- 0component, and has been based on information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 6- 8- 0 4). 13- 4- 0 6) 0- 0- 0providedbytheclient. The designer disclaims anyresponsibility for damages as a result of GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the MAX. REACTIONS PER BEARING LOCATION----- faulty or Incorrect Information. specificationsUpAllCOMPRESSIONChordsareassumedtobecompositeresultofmultipleloads. X-Loc Vert Horiz lift Y-Loc Type and/or designs furnished to the truss designer continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, 0- 4- 0 491 36 -550 BOT PIN by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 13- 0- 0 492 0 -589 BOT H-ROLL of this information as it may relate to a spe- L/999 Bld Type= EnCl L= 58.0 ft W= 13.3 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: cincprojectand accepts noresponsibility or L=-0.03" D=-0.03" T=-0.05" in END zone, TCDL=.4.2 psf, BCDL= 6.0 psf Support 1 550# lion, handling, shipment and Installation of tion. huriseslicontrolwithregardtlation o MAX HORIZONTAL TOTAL LOAD DEFLECTION: act Resistant Covering and/or Glazing Re Impact ggQSupport 2 pp0 589# trusses. This truss has been designed as an T= 0. 04" Individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE... CSI ..BC... FORCE... CSI- ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.05" 1- 2 923 0.58 - 6- 5 789 0.16 as part of the building design by a Building 2- 3 964 0.59 5- 4 789 0.16 Designer (registered architect or professional RMB - 1.15 engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local. building codes. local climatic records for wind or snow loads, project specifications or specialapplied loads. p Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc crmUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a 6-8-0 6-8-0 maximum spacing of 10'-0" O.C. Connector plates shall be manufactured from 20 gauge hot 1 - 3 dipped gahanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. 6 0 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-nttnuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is 6" wide s 8" long. Slots tholes) run parallel to the plate length specifled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumher unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. HIB- 91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. 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 experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing a completed. 0- 6-6 1 4X6 h 3- 10- 0 0 ice- 3-10-0 P 3.00 1 1 3.00 0-6-6 i 3-10- 6 0-8-0 __ 080 6-0-0 6-0-0 16 492# 8. 00" 492! 8.00" 1-1-9 13-4-0 ,- f, 1-1-9 GABLES O (16) 2X4 (R1-1-7)1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Stubs a 2-0-0 o.c. scale = 0.4296 WAKNIN(e: READ ALL NOTES ON THIS SHEET. Eng. Job: WV: CHEK3 itr061(A S St 671S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K5 CONTRACTOR. BRACING WARNING: Dsgnr:_ TLY Chit: Date: 4-22-03 TC Live 16. 0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erectlon bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer.. Bracing shown Is for lateral truss to BC Live 0.0 O.C. Spacing: 24.0" 407) 321-0064Fax (407) 321-3913 support of members only reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 PSI` p sf DesignCriteria: TPI TOMAS PONCE P.E. Additional bracing of the overall. structure may be required. (See HIB-91 of TPO. P Code Desc: FLA LICENSE #0050068 TrussPlateInstitute, TPI, Is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). 1005 vANNFSSA DR. OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 21710- ' Design: Matrix Analysis JOB PATH: C.ITEE-LOKIHOMED/R - HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO CHEK3 WE: TI: L QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to o= __======Joint Locations=====__________ This design is loran individual building BOT CHORDS: 2x4 SP #2 either edge of web(s) _shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5componentandhasbeenbasedoninformationWEBS: 2x4 SP #3 positioned to provide equal 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0. provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #22 Sese gment9OR 2x4 T-brace nailed flat to edge edflat orSLIDERS: 2x4 SP # 2 of web with w 3"x 0.120" nails spaced 8" o.c TOTAL DESIGN LOADS ------------ and/ rdesigrsfumishedtlothetru truss and/or designsfurnishedtothetrussdesignerBEAR BLX: 2x8 SP #2- Brace must extend at least 90% of web length g Uniform PLFFrom PLF To by the client and the correctness or accuracy Analysis based. on Simplified Analog Model. 2x6 Brace .required on any web over 141-0". TC Vert L+D -46 1-10- 9 46 1- 2-15 of thisinrornauonasitmayrelatetoaspe- All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 1- 2-15 9. 13- 2-10 clfic pmlect andacceptsnoresponsibilityorcontinuouslybracedunlessnotedotherwise. composite result of multiple loads. BC Vert L+D -10 0- 0- 0 10 12- 6-10 exercises no controlwithregardtofabnca- tion, handling. shipment and Installation of Shim or wedge if necessary to achieve full Concentrated LBS Location trusses. This truss has been designed as an WndLod per ASCE 7-98, C&C, V= 125mph, bearing. TC Vert L+D 35 2- 0- 5 Individual building component in accordance with H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D 87 5- 7-10 ANSI/TPI 1- 1995 and NDS-97 to be incorporated Bld Type= Enel L= 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D 127 9- 2-14 as part of the building design by a Building in END zone, TCDL- 4.2 paf, BCDL- 6.0 psf- Support 2 591# TC Vert L+D 202 12- 0- 1 Designer )registered architectaprofessionalbyt engineer(. When reviewedforapprovalbytheImpactResistantCovering and/or Glazing Req PROVIDEoHORIZONTAL CONNECTION PER SCHEDULE BC- Vert L+D 21 2- 0- 5 building designer, the design loadings shown MAX LIVE LOAD DEFLECTION: - Support 1 262# - BC Vert L+D - 53 5- 7-10 must be checked to be sure that the data shown L/608 at JOINT # 5 BC Vert L+D - 64 9- 2-14 are in agreement with the local building codes, L=-0.24" D= 0.08" T=-0.16" TC...FORCE... CSI ..BC ... FORCE ... CSI BC Vert L+D 40 12- 0- 1 local climatic recordsforwindorsnowloads, projectspecifications loadsnedf snot MAX HORIZONTALTOTAL LOAD DEFLECTION: 1- 2 1624 0.90 6- 5 -1780 0.31 MAX. REACTIONS PER BEARING LOCATION----- has b n delipplied Unless shown. trusshasnotbeendesignedforstorageor occupancy loads. The design assumes T= 0. 05" MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 1694 1. 00 4 . -203 -0. 30 35# 87# X- Vert 1 546 Horiz 0 Uplift Y- Loe p Type TOPH-ROLL compression chords (top or bottom) are continu- T= 0. 07" i3 366 2621 909 BOOT PIN ously braced by sheathing unless otherwise specified. Where bottom chords in tension are RMB = 1.00 13-1-14 not fully braced laterally by a properly applied 1 2 3 rigid ceiling, theyshouldbebracedatamaximumspacingof lo'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- flmtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be 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) rust parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and r y ueed tb be li:--4 for certain hana- Ung.and/or erection stresses This [cuss is not to be fabrimted with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I- 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "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 avold toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced inthe Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 4-5- 10 0- 6-1 4 l r r 1. 68 1 T 2-6-5 0- 6-6 T. 1-7-12 16 5_ 4 367# 9.56" 547# 2.50" 1.9 1-10- 9 1. 9 1 12-6- 10 (e0-80 111-10-7) 21# 54# 64# 40 IRO-8-5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19 5 scale = 0.4437 WAKM1119G: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Marc da Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support truss Live BC LI 0.0SfO.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 PONCE of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. B(' Dead 10.0 p s Design Criteria: TPI TOMAS P.E. Additional bracing of the owerau structure may be required.. (See HIB-91 of TPI). pfCode De$e: FLA LICENSE #0050068 Truss PlateInstitute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDO,FI- 32766 I TOTAL 33.0 Psi V:09.05.02- 21713- 1 Design: Mazriz Analysis JOB PATH: C:iTEE-LOKIHOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L1 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x12 SP #2 MULTIPLE LOADS —This design is the Joint Locations======____==___ This design is for an individual building BOT CHORDS: 2x8 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0providedbytheclient. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 2 continuouslybraced unless noted otherwise. faulty or Incorrectinformation, specNcatlons 2-PLY TRUSS! fasten w/3"X 0.120" nails in This 2-PLY truss designed to carry TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer staggered pattern per nailing schedule: 11, 4" span framed to BC one face Uniform PLF From PLF To by the client and the correctness or accuracy TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 0' 9" span framed to TC opposite face TC Vert-L+D -12 0- 0- 0 - -12 8-10- 8 of this Information as it may relate to a spe- Distribute loads equally to each ply. WndLod per ASCE 7-98, C&C, V= 125mph, BC Vert L+D -182 0- 0- 0 -182 8-10- 8cificprojectandacceptsnoresponsibilityor excrcbes control regard fauna H= 15.0 ft, I= 1.00, Exp. Cat. B, Kzt= 1.0 MAX. REACTIONS PER BEARING LOCATION----- li shiithpment otlon, handWg. shipment and Installation oft PROVIDE UPLIFT CONNECTION PER SCHEDULE-. Bld e= Encl L= 58.0 ft W= 8.9 ft TrussZ X-Loc Vert HOriz lift Y-LOCUp Type trusses. This truss has been designed as an Support. 1 397# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 866 0 -397 - BOT PIN individual building component in accordance with Support 2 397# Impact Resistant Covering and/or Glazing Req 8- 8-12 866 0 -397 BOT H-ROLL ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX LIVE LOAD DEFLECTION: This truss has not been designed for ROOF by BuildingasDesignofthebulldingarchitesignectDesignerIrestaredarchitectorprofessional L/999 TC... FORCE... CSI BC... FORCE... CSI PONDING. Building designer must provideg engineer). When reviewed for approval by the L=-0.1011 D=-0.10" T=-0.20" _ MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -30 0.02 6- 5 0 6.54. 2- 3 0 adeqQuuate drainage to prevent ponding. (0.25 building designer, the design loadings shown must be checked to be sure that the data shown T= 0. 05" 0.02 5- 4 0 0.48 _ in. /ft. min. slope to drain) . Truss must be marked to prevent UPSIDE DOWN erection. are In agreement with the local building codes, MAX HORIZONTAL LIVE LOAD DEFLECTION: local climatic records for wind or snow loads. T= 0 . 03 " project specifications or special applied loads - Unless shown, truss has not been designed forUnless RMB = 1.00 2-PL S L'(77 L TREQUIRED storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- 8-10-8 usly braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 3 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot SX10dippedgalvanizedsteelmeetingASfMA653, 4X8 Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review . this drawing to verify that this drawing Is In R- conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut' for tight filling wood to wood bearing. Con- 3-0-0 3-0-0 nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise. shown. Connector plate sizes are mlNmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3X6 SX6informationonQualityControlreferto ANSI/TPI 1-1995 1. 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 rare 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 dominoing. The supervision of erection of trusses shall be under the control of per. experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all f—temng and bracing is completed. 866# 3.50" 8-10-8 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 DROVIEDO,FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal 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). frmss Plate Institute, TPI. Is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). rT- 2-4-0 1 4 . 866# 3.50" scale = 0.7000 Eng. Job: Dwg: Truss ID: L1 Dsgnr: TLY Chk: Date: 4-22-03 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: FLA TOTAL 33.0 psf V:09.05.02- 21714- Design: Matrix Analysis JOB PATH: C:ITEE-LOKWOMEDIR - . HCS: 09.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CH€K3. WE: TI: L2 QTY:2 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the corn eLness or accuracy of this Information as It may relate to a spe- cifle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contum- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped. galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. OLl 1COUR 911* Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficauon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 6" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centtoid of the webs unless otherwise shown. Connector plate sizes are minknum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 Z Ij-LL 1v Z a L t" All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always 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. 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. , TOP CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to Joint Locations====_______ BOTCHORDS: 2x4 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12.- 6-10 5)=__6_B- 5 WEBS: 2x4 SP #3 jiositioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to -edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c TOTAL DESIGN LOADS ------------ BEAR. BLK: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF To Analysis based on Sinplified Analog Model 2x6 Brace required on any web over 141-0". TC Vert L+D -46 1-10- 9 -46 13- 2-10 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location Shim or wedge if necessary to achieve full TC Vert L+D 31 1- 4- 4 WndLod per ASCE 7-98, C&C, V= 125mph, bearing. TC Vert L+D 48 3- 9- 1 H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D 70 6- 1-15 Bld Type= Encl L= 58.0 ft w= 12.6 ft Truss Oupport 1 609# TC Vert L+D 98 8- 6-12 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Stipport 2 591# TC Vert L+D 127 10-11-10 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D 6 1- 4- 4 MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D 19 3- 9- 1 L/ 577 at JOINT # 5 BC Vert L+D 44 6- 1-15 L=- 0.25" D= 0.00" T--0.25" TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D 60 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D 76 10-11-10 T. 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTI 2- 3 -2 06 0.92 5- 167 0.47 MAX. REACT NS PER BEARING LOCATION----- Verl Uplift Y-Loc Type T= 0.06" 311i 48# 7011 9tLoc jj*z 0- 10 71¢¢ 0 591 TOP H-ROLL RMB - 1.00 Ilk 13-1-14 0- 4-13 678 263 609 BPT PIN 1 2 3 F- 3.33 4- 5-10 0- 6-1 1 0- 1-0 T 1- 7-7 1. 68 1 1- 0- I I 0- 74 11- 6-10 . 6 5 4 678# 9.56" 719N 2.50" 1. 3 1-10-9 1 6-10 1 0 8-0 R1- 10-7) 6# 19# 44# 60# 761/ EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L2 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support truss to buckling length. BC Live o,o Sf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 of members only reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead p lo. o sf Design- Criteria: TPI TOMASPONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). P Code DeSC: FLA LICENSE #0050068 n russ Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) 1005 VANNESSA DROVIED0.1`1-32766 I TOTAL 33.0 psf V:09.05.02- 21715- 4 Design: Matrix Analysis JOB PA77P,. C.'ITEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the'bent. 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- ellle project and accepts no responsibility or eemises no control with regard to fabrim- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated s part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes, local cllmatie records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are 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 plates shall be manufactured from 20 gauge hot dipped galvanizedsteel meeting AS1M 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 ven- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not Ito be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling - Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such ternporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2- PLY TRUSS! fasten.w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/ 634 at JOINT # 3 L=- 0.16" D--0.17" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB - 1.00 8X10 WO'. CHEK3 WE: MULTIPLE LOADS -- This design is the coaposite result.of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 4" span framed to BC one face 01 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= 58.0 ft W= 8.9 ft Truss in END zone, TCDL='4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 2- PLYS REQUIRED TI: L3 QTY:2 Joint Locations------ 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8-` 8-12 1394 0 -594 BOT A -ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adeyt tate drainage to prevent ponding. (0.25 in./ ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. tk`{: N 3X6 5X6 1394f! 3.50" 8- 10-8 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 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPI). rr uss Plate Institute, TPI. Is located at 583 D'Onofno Drive. Madison, Wisconsin 53719). 3- 0-0 2- 4-0 5 4 1394# 3.50" scale = 0.7000 Eng. Job: CHEK Dwg: Truss ID: L3 Dsgnr: TLY Chk: Date: 4-22-03 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: FLA TOTAL 33.0 psf V:09.05.02- 21716- 7 Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDIR - HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: M 6177:12 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ====_____=====Joint Locations-== This design is for an individual building BOT CHORDS: 2x4 SP #2 - -MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 8- 8 5). 5- 4- 4 component and has been based on Information WEBS: - - 2x4 SP #3 ccuposite result of multiple loads. 2) 5- 4-- 4 4) 10- 8- 8 6) 0- 0- 0 provided by the client- The designer disclaim. SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- anyyorinsibilitycorrecfordamagesaseresultof BEAR, BLK: 2x4 SP #3 'continuous) braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Locfaultyorincorrectinformation. specifications Y P l3'Pe and/or designs furnished to the truss designer Shim or wedge if necessary to achieve full 10-10-12. 357 0 -518 TOP H-ROLL by the client and the correctness or accuracy WndLod per ASCE 7-98, C&C, V= 125mph, bearing. - 0- 4- 0 432 243 -448 BOT PIN of this Information as It may relate to a spe- H= 15.0 ft, I= 1.00, Exp. Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE cific protect and accepts no responsibility or Bld Type= Enel L- 58 : 0 ft W- 10.7 ft Truss Support 1 448# Support 1 243# exe- tion, lies no control with regard t fabrica- tion, in END zone, TCDL= 4.2 sf, BCDL= 6.0 sf Support 2 518# Von, handling, shipment and Installation of P P uPPo trusses. This buss has been designed as an Impact Resistant Covering and/or Glazing Req individual building component In accordance with MAX LIVE LOAD DEFLECTION: .. TC... FORCE... CSI ..BC ... FORCE... CSI ANSI/TPI 1-1995 and NDS-97 to be incorporated L/999 1- 2 -1003 0.54 6- 5 924 0.23 as part of the building design by a Bulking L=-0.08" D= 0.02" T=-0.07n -2- 3 -92 0.41 5- 4 924 0.29 Designer (registered Whenre architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: - - engineer). When reviewed for approval by the building designer, the design loadings shown T= 0.02" - must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are 1n agreement with the local building codes. T= 0. 03 " local climatic records for wind or snow loads. - project specifications or special applied loads. RMB = 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes Icompressionchords (top or bottom) are confirm- 11-0-0 _ V ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 11 2 - - 3 not fully braced laterally by a properly applied rigid ceWng, they should be braced at a 0 maximum spacing of 10'-0" o.c. Connector _ plates shall be manufactured from 20 gauge hot _ dipped galvanlzed steel meeting ASTM A 653, 6X - Grade 40, unless otherwise shown. - FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in - - conformance with the fabricator's plans and to realize a continuing responsibility for such verl- 2-6-5 fi ation. Any discrepancies are to be put In writing before cutting or fabrication. 3X - - Plates shall not be installed over knotholes, - 0-1-8 knots or distorted grain. Members shall be cut i for tight fitting wood to wood bearing. Con- 4-5-11 nector plates shall be located on both faces of the truss with Halls fully imbedded and shall be gym. about the Joint unless otherwise shown. A 3X4 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" - 3X6 wide x 8" long. Slots (holes) run parallel to 0-6w the plate length specified. Double cuts on web 1-8-1 members shall. meet at the centrold of the webs 2X4unlessotherwiseshown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- 3X4 ling and/or erection stresses. This truss is not 3X4 to be fabricated with the retardant treated 5X8 J lumber unless otherwise shown. For additional information on. Quality Control refer to ANSI/TPI 1-1995 2.00 0-8 _ 0-3 8 PRECAUTIONARY NOTES All bracing and erection recommendations are I to be followed in accordance with "Handling 10-0-8 Installing A Bracing, HID-9 1. Trusses are to I be handled with particular care during banding 6 - 5 - 4 and bundling, delivery and installation to avoid 433# 8.00" - 358# 2.50" damage. Temporary and permanent bmcing - for holding trusses In a straight and plumb pos- _ 1-7-2 - 10-8-8 _I Ij 0-3-8 ition and for resisting lateral forces shall be ip1-7-0) - (1 I10-2_15) designed and installed by others. Careful hand- 1+ ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 _ scale = 0.4694 required. Normal precautionary action for trusses requires such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. g• - - ingtallationbetween trrsses m avoid toppling -= Maronda En Job: • and dommoing. The supervision of erection of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING. - Dwg: - Truss ID: M trusses shall be under the control u persons SystteMSexperiencedintheInstallationoftrusses. -j Dsgur: TLY Cbk: Date: 4-22-03 Professional advice shall be sought U needed. CONTRACTOR. Concentration of construction loads greater TC Live 16.0 hsf DurFae - Lbr: 1.25. than the design loads shall not be applied to BRACING WARNING: 4005 MARONDA WAY DurFac - Pit: 1-.25 trusses at any time. No loads other than the Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 pSf weight of the erectors shall be applied to. SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.0° trusses untilafter all fastening and bmcmg (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf paeg• is completed. 11 n1 - made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead - 10.0 psi Design Criteria: TPI TOMPONCE P.E. Additional bracing of the overall structure may be required (See HIB-91 of TPI]. LJ1 Code Dese: FI A LICENSE #0050068 ( Truss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). U 1005 VANNFSSA DROVIED0,1'L32766 TOTAL 33.0 psf V:09.05.02- 21717- 8 - Design: Mmrir Analysis JOB PA771: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TC N QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS This design is the ==== ===Joint Locations=====___= __ This design is for an individual building BOT CHORDS: 2x4 SP #2 ._composite result of multiple loads. .1) 0- 0- 0 3) 10- 3- 0 5) 0- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 - All COMPRESSION Chords are assumed to be 2) 5- 1- 8 4) 10- 3- 0 provided by the client. Thedesigner disclaims SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- anyy or incorrect for damages as a resat[ offaullShimorwedgeifnecessarytoachievefullX-Loc Vert Horiz uplift Y-Loc Type andl oresignsfurnishedtfonetrus design,ations WndLod per ASCE 7-98, C&C, V= 125 h, bearing. - 0- 4- 0. 417 264 -419 BOT PIN and/or designs furnished to the truss designer P > g • - bytheclientand the correctness or accuracy H= 15.0 ft, I= 1.00, Exp.Cat. B, RZt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 10 1-12 331 0 -520 BOT H-ROLL of this Information as It may relate to a spe- Bld Type= Encl L- 40.0 £t W. 10.2 ft Truss Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE - cific project and accepts no responsibility or in END zone, TCDL- 4.2 psf, BCDLex 6.0 psf Support 2 520# Support 1 264# exercises no control with regard to fabric'- Impact Resistant Covering and/or Glazing Req - tlon, handling, shipment and installation of trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: .. TC... FORCE... CSI ..BC ... FORCE ... CSI individual building component In accordance with L/999 - 1- 2 983 0.51 5- 0 -904 0.27 ANSI/ TPI 1-1995 and NDS-97 to be incorporated L=-0.07" D- 0.01" T=-0.06" - 2- 3 -10.3 0.540- 4 -1150 0.40 as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.05" building designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0 . 06" - - - are in agreement with the local building codes, _ local climatic records for wind or snow loads, - RMB = 1.15 p-Ject specifications .,special applied loads. Unless shown, truss has not been designed for Storage or occupancy loads. The design assumes - compresslon chords ( top or bottom) are continu- 10-3-0 L ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 3 not fully braced laterally by a property applied . rigid ceiling, they should be braced at a 0 maximum spacing of 10'-0" o.c: Connector plates shall be manufactured from 20 gauge hot _ dipped galvanized steel meeting ASIM A 653, 2X 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 2-44 realize a continuing responsibility for such verl- Bcatlon. Any discrepancies are to be put In writing before cutting or fabrication. 2X Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 4-2-11 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 - 3X4 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to 0-0-6 the plate length specified. Double cuts on web 1-7-3 members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes 3X4 are mintmm uSt— basedon the forces shown - and may need to be Increased for certain hand- 3X4 Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated 5X8 lumber unless otherwise shown. For additional Information on Quality Control refer to _ ANSI/TPI 1- 1995 2.00 080 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling 9-7-0 Installing &:Bracing", H1B- 91. Trusses are to I - be handled with particular care during banding 5 - 4 and bundling, delivery and Installation to avoid 418# 8.00" - 332# 2.50" damage. Temporary and permanent bracing - for holding trusses in straight and plumb pos- 1-7-2elia 10-3-0 -1 Ilion and for resisting lateral forces shall be /D 1-7-01 designed and installed by others. Careful hand- ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4971 required. Normal precautionary action for trusses requires such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. g' ' Mro Installation between trusses to avoid toppling Eng. Job: and dominoing. The supervision of erection of (!!!roJJ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Ntrusses shall be underthecontrolofpersonsN (11 S `}AH1 tCexperienced in the installationoftrusses. ad Sys irr eiill s Dsgm: TLY Cbk: Date: 4-22-03 Professional advice shall be sought if needed. CONTRACTOR. Concentration of construction loads greater TC Live 16.0 psf DurFae - Lbr. 1.25 than the design loads shall not be applied to BRACING WARNING: trusses at any time. No loads other than the 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing I TC Dead 7.0 psf DurFae - PIt:. 1.25 Weight of the erectors shall be applied to SANFORD, FL. 32771 which is apart of the building design and which must be considered by the building ffi all designer. Bracing BC Live 0.0 psf O.C. Spacing: 24.0" trusses unafter fastening and bracing (407) 321-0064 Fax (407} 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure maybe required. .(5ee HI13-91 of TPI). LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code De$e: FLA 1005 VANNESSA DROVIEDQFL32766 TOTAL - 33.0 psf V:09.05.02- 21719- 9 Design: Matrix Analysis JOB PATH: CATE.E-LOKIHOMEDIR HCS: M.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: O 6QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_=====___====,joint Locations=== ===___= ___ . This design is for an individual building BOT CHORDS: 2x4 SP #2 1 composite result of multiple loads. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 component and has been based oninformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be - 2), 3- 7- 8 4)- 7- 3- 0 provided by the client. The designer disclaims SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. - --- MAX. REACTIONS PER BEARING LOCATION-- -- any y or incorrect for damages as a result of Shim or wedge if 'necessary to achieve full X-Loc Vert Horiz Uplift, Y-Loc Type faulty or inconfu information, tioth truss designer WndLod per ASCE 7-98, C&C, V= 125 h, and/or designs famished to the wss designer - P rap bearing. 0- 4- 0 319 257, .-420 BOT PIN by the client and the correctness or accuracy H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL of thls information as it may relate to aspe- Bld" Type= Encl L= 58.0 ft W= 7.2 ft Truss Support 1 420# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE clfic project and accepts no responsibility or in END zone, TCDL= 4. 2, psf, BCDL= 6.0 psf - Support 2 446# - Support 1 257# exercises no control with regard to fabrim ImP act Resistant Covering and/or g qticn, handling, shipment and Installation of g Glazing Re - trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: TC:. FORCE... CSI ..BC... FORCE:.. CSI: individual building component in accordance with L/999 1- 2 - 712 0.26 5- 0 -787 0.14 - ANSI/TPI,l-1995and NDS-97tobeincorporated L=-0.02" D= 0.00" T=-0.02" 2- 3 -81 0.29 0-.4 -883 0.18 as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer Ireglstered architect or professional T= 0 . 01" engineer). When reviewed for approval by the building designer, the design loadings shown MAX .HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0 . 01" - are in agreement with the local building codes; - locai climatic records for wind or snow loads, RMB = 1.15 - project specifications or special applied loads. _ Unless shown, truss has not been designed for - storage or occupancy loads.. The design assumes - compression chords (lop or bottom) are continu- - . - 7-3-0 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 31 Atlacb WItl1 4 notfullybracedlaterallybyaproperlyapplied - ( ) rigid ceiling, they should be braced at a F— 16d Toe -Nails maxlmum spacing of 10'-0" o.c. Connector - 4. 00 plates shall be manufactured from 20 gauge hot - - - - dipped galvanized steel meeting ASTM A 653, 2X - Grade 40.- unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review - this drawing to verify that this drawing ism - conformance with the fabricator's plans and to realize a continuing responsibility for such verl- 1-10-4 fiomlon. Any discrepancies are to be put in 2X writing before cutting or fabrication:. - - Plates shall not be installed over knotholes, - knots or distorted grain. Membersshall be cut for tight fitting wood to wood bearing, Con- 3-2-11 nector plates shall be located on both daces of - the truss with nails fully Imbedded and shall be - sym. about the joint unless otherwise shown. A.. - 3X4 I - 5x4 plate Is 5" wide x 4" long. A 6x8plate is 6" wide x 8" long. Slots (holes) runt parallel to the plate . length specified.. Double cuts on web 1-1-3 members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes 0-6-6 3X4 Attach with (2) are minimum sites based on the forces shown 16d Toe -Nails 3X4 - andmayneedtobeincreasedforcertainhand- - , ling and/ or erection stresses. This truss is'not 5X8 to be fabricated with fire retardant treated lumberunless otherwise shown. For additional - Information on Quality Control refer to - ANSI/TPI 1_ 1995 - - 2.00 ) PRECAUTIONARY NOTES All bracing and emction mcommendationsare to be followed in accordance with "Handling Installing &'Bracing', HIB-91. Trusses are to be handled with particular care during banding andbundling, 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 pmeautionary action for trusses requires such temporary bracing during installation between wsses to avoid toppling and dominoing. The supervision of erection of trusses'shag be under the control of persons experienced In the Installation of trusses. - Professional advice shag be sought If needed. 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.,- 0-80 6- 7-0 1 5 319# 8.00" L 1- 7-2 7- 3-0 r (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda System sij A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sinular bracing SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer.. Bracing 407) 321-0064 Fax (407) 321-3913 .. shown 1s for lateral support of I —members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. -(See HIB-91 of TPI). LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO,FL. 32766 41 233# 2.50" I scale = 0.6513 Eng. Job: WO: CHEK3 Dwg: Truss ID: O Dsgnr: TLY Chk: Date: 4- 22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf Dur ac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24:0tt BC Dead - 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf` V: 09.05.02- 21720- 10 Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client andthe correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabrics - urn, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance wltt. ANSI/ TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer ( registered —Wtect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads,. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads: The design assumes compression chords (top or bottom) are continu- ously braced by shmthing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibillty for such ver- flcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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 specNed. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses. shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.04" D= 0.00" 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 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccaposite 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 0.39 4- 3 -173 0.19 TL P QTY:2 Locations=====__________ 1) Oa 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 MdLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt=.1.0 Bld Type= Encl L- 58.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req L 4-3-0 1 0 1 I T 2. 00 1- 4-4 0- 7-3 14 - 212# 8.00" 87# 2.50" 1- 7-2 Ole 4-3-0 54# 2.fft R1- 7-0) C/L: 4-1-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Mlarondaa Systems WARDING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bmeing. portal bracing or similar bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE # 0050068 Trum Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DP-OVIEDO,FL32766 Attacb with (2) 10d ' roe -Nails scale = 0.9442 Eng. Job: WV: GF1tK.5 Dwg: Truss ID: P Dsgnr:. TLY Chic: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead . 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:09.05.02- 21721- 1 Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS- 08.20.02 -- - -- JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Q QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__===========Joint Locations=====-___=--___ This design is for an Individual building HOT CHORDS: 2x4 SP #2 composite result of noitiple loads. 1) 0- 0- 0 3) 1- 8- 4 component and has been based on information SLIDERS:. 2x4 SP #2 A11 COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0 0providedbytheclientThedesignerdisclahnsShimorwedgeifnecessarytoachievefullcontinuous) braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damages as a result of Y - - - - faultyor incorrect information, specifications bearing. WndLod per ASCE 7-98, C&C, V- 125mph, X-Loc Vert Horiz Uplift Y-Loc Type and/ or designs furnished to the truss designer H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 0- 4- 0 137 63 -226 BOT PIN by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Enel L= 58.0 ft W= 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL of this information as It may relate to a spe- Support 1 226# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf - cific project and accepts no responsibility or Support 2 125# Impact Resistant Coveringand/or Glazing Reexercisesnocontrolwithregardtofabrics- MAX LIVE LOAD DEFLECTION: - g 4 lion. handling, shipment and Installation of trusses. This trrrss has been designed as an L/999 TC... FORCE... CSI ..BC ... FORCE... CSI individual building component in accordance with L= 0. 00" D= 0.00" T= 0. 00" 1- 2 -3 0.01 4- 0 -56 0.01 ANSI/TPI I-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 20 0.01 as part of the building design by a Building n Designer (registered architect or professional T 0 engineer). when reviewed for approval by the MAX HORIZONTALIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadings shown T= 0. 00" must be checked to be sure that the data shown are in agreement with the local building codes, RMB - 1.15 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 - - ^ V 1-84 specified. Where bottom chords In tension are not fully braced laterally by a properly applied Attach With, (21 rigid ceiling, they should be braced at a - lOd Toe-N al1S maximum spacing of 10'-0" o.c. Connector - 4.00 plates shall be manufactured from 20 gauge hot - - dipped gahanimd steel meeting ASI'M A 653. - Grade 40. unless otherwise shown. - FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In - confonaance with the fabricator's plans and to _ realize a continuing responsibWty for such verl- - ficatlon. Any discrepancies are. be put in 0-11-2 writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut ., for tight fitting wood to wood bearing. Con- 14-7 nector plates shall be located on both faces of - the truss with r 11 fully Imbedded and shall be - sym. about the joint unless otherwise shown. A 0-6-6 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" Attach W Ith (2widex8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web r ) members shall meet at the centroid of the webs 10d Toe -hails unless otherwise shown. Connector plate slur are minimum sins based on the forces shown 5X8 and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated - - lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 _ 2.00 I PRECAUTIONARY NOTES 0-8-0 PqAllbracinganderectionrecommendationsare - Plate Height to be followed in accordance with "Handling - 1-04 Installing & Bracing", H1B-91. Tmssm are to ( = 0-2-1 be bandied with particular care during banding 4 3 and bundling, delivery and installation to avoid n damage. Temporary and permanent bracing 138Jf S.OUn 48# 2.$O for holding tmsses 1n a straight and plumb p s- . - - — 1-7-2 Ilion and for resisting lateral forces shall be - 1-84 designed and Installed by others. Careful hand- ( R1-7-0) - Img Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 - scale 1.5329 required. Normal precautionary action for trusses requires such temporary bracing during ; READ ALL NOTES ON THIS SHEET. Eng. Job: W K 07Installationbetweentrussestoavoidtoppling and dominomg. The supervision of erection of trusses shall be under the control of persons A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 61 experienced In the installation of trusses. Maronda Systems - Dsgnr: TLY Chk: Date: 4-22-03 Professional advice shall be sought If needed. CONTRACTOR. Concentbe of construction loads greater BRACING WARNING: - - TC Live 16.0 psf DurFae - Lbr: 1.25. than the design loads shall not applied to 4005 MARON DA WAY - DurFae - Pit: 1.25 trussesatanytime. No loads other than the Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf weight of the erectors shall be applied to SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building Qeln designer.O.C.trussesO,S 24.0" tsses —ill ft afterall fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 pSf Spacing: I. completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDOXI-32766 - TOTAL 33.0 psf V:09.05.02- 21722- 12 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEOIR HCS: 08.20.02 r i d DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of.thts Information as It may relate to a spe- cific protect and accepts no responsibility or - c crcises no control with regard to fabrica- lion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are motinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cedtng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal anfzed steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plats shall not be Installed over knotholes;, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plats shall be located on both fats 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 tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forts shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forts shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 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 1 WO CHEK3 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 0.84 4- 3 -457 0.40 TI: R QTY:2 Joint Locations====____-____ ., 1) 0 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type. 5-11- 4 1126 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, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W- 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0.psf Impact Resistant Covering and/or Glazing Req 6-0-8Ilk 1 2 6.00 2-2-8 1-4-2 1 3.00 I 0-8-0 . I, 5-4-8 L 14 3 248# 8.00" 127# 2.50" 1-1-9 6-0-8 76# 4.5011 111-1-7) C/L: -114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 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 t erection bracing, bracing, g g g g portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, (See HIB-9I of TPI). LICENSE #0050068 Russ Plate Institute, TPI, (a located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR01AED0,FL32766 Attach with (4) 10d Toe -Nails At10d Toe-Nlails2) scale = 0.5459 Eng. Job: CHEK3 Dwg: Truss ID: R Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21727- 1 Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMED/R HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has beenbased on Information provided by the eL eni The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/ or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlca- tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component In accordance wilt ANSI/ TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer ( registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project spectfications or special applied loads. Unless shown, truss has not beendesignedfor storage or occupancy loads. The design assumes comp-sslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a 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 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 responslbillty for such verl- Itnuon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 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 otherwise shown. Connector plate sizes are rtu AM urn 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 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing:', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of tmsses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tmsses 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: CHESAPEAKE K 3 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 1 368# 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 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS --. This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI lz 2 - 48 0.54 4- 3 -269 0.26 TI: S 9TY:2 JoiLocations..----_=_== 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8- 8 Il1 2 0 140- 8 1-0- 2 I 3. 00 I 0-8- 0 4-0- 8 I. 4 3 205# 8. 00" 98# 2.50" L 1- 1-9 60# 2 50" 4-8- 8 r (R1- 1-7) C/L: 7-4 EXCEPT 'AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with ( 3) 10d 7be- Nails Attach with ( 2) 1.0d Toe -Nails scale = 0. 6603 . WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda SystemCONTRACTOR. A COPYOFTHISDRAWINGTO BE GIVEN TO ERECTING Dwg: Truss ID: S s BRACING WARNING: Dsgnr: TLY Chk: Date: 4-22-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or slmllar braclog Is the building TIC Dead 7.0 psf DurFae - Pit: 1.25 407) 321- 0064 Fax (407) 321-3913 which a part of Bracing design and. which must be considered by the building designer. truss shown isforlateralsupportoftssmembersonly to reduce buckling length. Provisions must be BC Live 00 p Sf O.C. Spacing: 24:0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may berequired- (See HIB-91 of TPI). BC Dead 10.0 Ps f Design Criteria: TPI LICENSE #0050068 Tmss Plate Institute, TPI, is located at 583 D'Onofilo Drive, Madison, Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DP-OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 21728- 1 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of Lids Information as it may relate to a spe- cific protect and accepts no responsibility or exerclses no control with regard to fabrics- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, P-ject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously, braced by sheathing unless otherwise specified. Where bottom chords 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 ASfM A 653. Grade 40, unless otherwise shown._ FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that Oils drawing is in conformance with the fabricator's plans and to realize a continuing responsibWty for such verl- fication. Any disc-pancles arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 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 otherwise shown. Connector plate slur are rmhumum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling InstaWng & 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- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domdnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 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 1 294# 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 - 1.15 2-6-3 0-6-6 WO: CHEK3 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 99 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI i= 2 35 0.28 4- 3 -112 0.15 TI: T 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- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -294 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8-- Ilk 2 6 1-6-8 0-8-2 J— Attach with (3) 10d Toe -Nails Attacli with (2) 10d 'foe -Nails 3.00 J 0-8-0 2-8-8 k4 3 161# 8.00" 70# 2.50" 1-1-9 348 44# 2501, R1- 1-7) C/L: -3-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.8355 Maronda S StEMS WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: Truss ID: T Y CONTRACTOR. Dsgnr: TLY Chk: Date: 4-22-03 TICLive 16.0 psi DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL: 32771 which is a part of the building design and which most be considered by the building designer. Bracing BC Live 0.0 psf pO.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 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. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required: (See HIB-91 of TPI). Code Dese: FLA LICENSE # 0050068 truss Plate Institute. TPI, Is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 21729- 1 1005VANNFSBADP-OVIEDO,FL32766 Design: Matrix Analysis JOB NAIH: C:I1Et-LOKWUMtDIK H[:S W.[U.W JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: U 9TY:2 DESIGN INFORMATION TOP CHORDS. 2x4 SP #2 MULTIPLE LOADS - This design is the =_-- ====_ ===Joint Locations======_________ This design Is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 2- 0- 8 component and has been based on information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are asstmted to be 2) 2- 0- 8 4) 0- 0- 0 provided by the client. The designer disclaims Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION ---- any rresponsibility for damages aseresult of bearing WhdLod per ASCE 7-98, C&C, V= 125 h, X-LOc Vert HOriz Uplift Y-Lot faultyorIncorrectinformation, specifications p Type and/ or designs furnished to the truss designer H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 0- 4- 0 127 131 -157 BOT PIN by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type- Encl L= 58.0 ft W= 2.0 £t Truss 1-11- 4 60 0 -191 BOT H-ROLL of this information as It may relate to a spe- Support 1 157# in ZNT zone,. TCDL= 4.2 psf, BCDL= 6.0 psf cillc protect and accepts no responsibility or Support 2 191# - Impact Resistant Covering and/or Glazing Req exercisesnocontrolwithregardtofabrlca- MAX LIVE LOAD DEFLECTION: tion, handling, shipment and installation of - trusses. This truss has been designed as an L/964 - at JOINT # 2 .. TC... FORCE... CSI ..BC ... FORCE ... CSI Individual building component in accordance with L=-0.02" D= 0.00" T--0. 02" 1- 2 -24 0.20 4- 0 -229 0.05 ANSI/ TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: - 0- 3 46 0.02 as part of the building design by a Building T- 0 . 03 " - - Designer ( registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engineer). When reviewed for approval by the building designer, the design loadings showm T= 0. 04" - must be checked to be sure that the data shown are in agreement with the local building codes, RMB = 1. 15 - 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- 2-0-8 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords in tension are 1 2 - - not fully braced Laterally by a properly applied rigid telling, they should be braced at a - 0 maximumspacingof10'-0" o.c. Connector - - plates shall be manufactured from 20 gauge hot Aitacti ivitll (3) dipped galvanized steel meeting ASFM A 653, 10d Toe -Nails 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 ved- - fication. Any discrepancies are to be put in 1-2-8 writing before cutting or fabrication. ' Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut " for tight fitting wood to wood bearing. Con- 1-10-3 nector plates shall be located on both faces of _ the truss with nails fully imbedded and shall be _ sym. about the Joint unless otherwise shown. A 5. 4 plate is 5" wide x 4" long. A 6x8 plate is 6" - wide x 8" long. Slots (holes) run parallel to 0-6-6 the plate length specified. th Double cuts web ' 04-2 members shall meet tthe atecen[rold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown - 5X6 andmayneedtobeincreasedforcertainhand- ling and/or erection stresses. This truss Is not - Attach with (2) to be fabricated with fire retardant treated 10d foe -Nails lumber unless otherwise shown. For additional information on guahty Control refer to _ ANSI/ TPI 1-1995 3. 00 I PRECAUTIONARY NOTES 0- 8-0 All bracing and erection recommendations are to be followed in accordance with "Handling - - 1-8 _ Installing & Bracing', 1-1I8-91. Trusses are to I be handled with Particular care during banding - 4 3 and bundling, delivery and Installation to avoid n damage. Temporary and permanent bracing 127N $. 00" - 60# 2.50 1- 1-9 forholdingtrussesinastraightandplumbpos- ition and for resisting lateral forces shall be BIi6 Z-0-8 _ designed and installed by others. Careful hand- (RI-1-7) ling Is essential and erection bracing Is allays EXCEPT AS SHOWN PLATES ARE TL20 - GA TESTED PER ANSIlTPI 1-1995 - scale = 1.1370 required. Normal precautionary action for trusses requires such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: K installationbetweentrussestoavoidtopplingand dominomg. The supervision of erection of - trusses shall be under the control of persons O d Slt s A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: -Truss ID: U experienced in the installation of trusses. y Dsgnr: TLY Chk: ' Date: 4-22-03 Professional advice shall be sought ti needed. CONTRACTOR. _ Concentration of conswction loads greater ps TCLive16.0 f DurFae - Lbr. 1.25 than the design loads shall not be applied to 4005 MARONDA WAY BRACING WARNING! DurFae Pit: 1.25 trussesatanytime. No loads other than the Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TIC 7.0 pSf weight of the erectors shall be applied to SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing u trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 .pSf O.C. Spacing: 24.0 is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 Sf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure maybe required. (See HIB-91 of TPI). p Code DeSC: FLA LICENSE //0050068 C'russ Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1005 VANNESSA DP-OVIEDO,FL32766 - TOTAL 33.0 pSf V:09.05.02- 21730- 19 Design: Matrix Analysis JOB PATH. C:ITEE-LOKIHOMEDIR - HCS. 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the ellent. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, 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 exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceNng, they should be braced at a matlmum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, 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- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A Bx8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful band- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trussesoshallbeunderthecontrolofpersns experienced in the installation of trusses. Prof ,sslonal 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: CHESAPEAKE K 3 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= 0.0011 T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 T 1-2-7 0-6-6 WO: 1.'1 4 Analysis based on Sinplified 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 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Encl L= 58.0 ft W= 0.8 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 5 0.01 4- 3 0 0.00 TI: V Ql Y: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- 5- 0 28 27 -77 TOP PIN 0- 3-12. 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 ill# Support 2 77# 0-9-0 Ik 1 2 0-10-14 0-9-0 4 3 65# 7g.50" 8# 1.50" 1-1-9- e--- -lf -4.50" p 0-0-1 R1-1-7) CIL- 0-5-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Mdl"011dd S)/StelfilS WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eug. Job: Dwg: CONTRACTOR. Dsgnr: TLY BRACING WARNING: TC Live 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or slmllar bracing TC Dead SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPI). BC Dead LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719) 1005 VANNESSA DROVIEDO.FL32766 TOTAL Attach with(2) 10d Toe -Nails 10 croe-Nails2) scale = 1.7484 WU ICE Truss ID: V Chk: Date: 4-22-03 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: FLA 33.0 DSf V"no n5 n9- 91731- 9 Design: Mafriz Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: U5.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and amepts no responsibility or exercises no control with regardtofabrim- tfon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/ TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by 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 storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connectors plates shall be manufactured from 20 gauge hot dipped gahraniced steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- flcation. Any discrepancies are to be put In writing Before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails. fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a stmdght 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 precautlonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. K 3 AC: 10# TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 D. L. WO: 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= 58.0 ft W= 9.9 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=- 0.01" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 0- 6-2 1- 6-2 R1- 6-0)6-0)) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER 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 WE: MULTIPLE LOADS -- This design is the cc site result of multiple loads. All COMPRESSION -Chords are.assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 274# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 TI: W 6QTY:2 Joint Locations=e:=_ Q 1) 0- 0- 0 3) 9-10-13 5) 0- 0 O= ' 2) 5- 0-15 4) 9-10-13 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 BOT H-ROLL 9- 10-13 Ilk1 2 3 424 4= 0-2 3X8 9- 10-13 5 4 215# 11.31" 417# 2.50" 9- 10-13 ANSI/ TPI 1-1995 WAKN1111MILi: 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 russ shownisforlateralsupportoftmembersonly 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). rrruss Plate Institute. TPI, Is lasted at 583 D'Onof-lo Drive, Madison. Wisconsin 53719). scale = 0. 4873 Eng. Job: E Dwg: Truss ID: W Dsgur: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac -. Pit: 1.25 BC Live 0.0 Psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 osf v-no nr, nq_ 917ea- I rJeslgn: Matra Almlysis JUrl r-AIH: L:11CC-LUA1HUMW1K - HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as em individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise. shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essentlal and erection bracing is always required. Normal precautionary action for - trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to truss- until alter all fastening and bracing is completed JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support l 375# Support 2 430# Support 3 56# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 2-5-11 0-6-2 WO: CHEK3 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 52 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 B1d,Type- Part L= 58.0 ft W= 4.7 ft Truss in TNT zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.42 4- 3 1 0.31 3- 0 0 0.08 TI: WI QTY:1 Joint Locations=====_____- _ 1) 0- 3- =2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 BOT PIN 4- 7- 2 240 0 -56 BOT H-ROLL 4-8-9Ilk1 1 2 F4 24 28# 4.95" 1-6-2 R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 3 " 120# 2.83" 4-8-9 240# 2 00" CANT: 0-0-7 C/L: 4- -13 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Mjaronda Stein is A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. Dsgur: TLYI Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or simflar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral truss BC Live t).0 f407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of ss 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). Be Dead lt).0 ps Ps f LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). loos VANNF-SSA DP OVIEDO.FL32766 TOTAL 33.0 psf scale = 0.8481 Truss ID: W 1 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Alwlysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs 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 trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or speclal applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibilityfty for such verl- ficaon. 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 nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TP[ 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 partfcular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- 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 dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at anytime - No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. K 3 AC: 10# UPLIFT D.L. TOP CHORDS- 2x4 SP #2 D HOT 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. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl. L= 58.0 ft W. 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 TI: Y 9TY:4 Joint Locations== =_____ =====__ 1) 0- 2-===0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -355 TOP PIN 0- 4- 0 280 203 -433 HOT PIN 6-10-12 81 0 -52 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 52# Ilk.7-0-0 k 1 2 Attach with (4) 16d Toe -Nails III 4-3-15 4-0-6 0-6-6 Attach with (2) 5X6 IOd Toe -Nails I I 7-0-0 4 3 281# 8.00" 151# 2.50" 1-1-9 82# 7-0-0 1.50' R1-1-7)-I C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4854 WARNINU: READ ALL NOTES ON THIS SHEET. MAICOI da Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARON DA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing. which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required.. (See HIB-91 of TPI). LICENSE #0050068 Truss Plate institute, TPI, is located at 583 D'Onofrio Drive- Madison, Wisconsin 53719). 1005 VANNESSA DP-OVIEDO.FL32766 Eng. Job: WU: L;HLKJ Dwg: Truss ID: Y Dsgur: TLY Chk: Date: 4-22-03 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: FLA TOTAL 33.0 psf Vd19 ms; n9- 217d5- 3 Design: Matrix Analysis JUH PATH: C:ITEE-LOKIHOMEDIR HCS: 09.20.02 DESIGN INFORMATION This design B for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of I-.— This truss has been designed as an individual building component in accordance with ANSI/TPl 1-1995 and NDS-97 to be Incorporated. as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid -fling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabrimtoi s plans and to realize a continuing responsibility for such ven- fkstbn. 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 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 (holesl 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 minim— based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 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/635 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 CH 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 147 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bid Type= Encl L= 58.0 ft W= 5.1 ft Truss in- INT zone, TCbL= 4.1 psf, BCDL= 6.0 psf impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 Joint Locations=====_=______ _ 1)0==2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 44# 5-1-8Ilk 1 2 0 3-1-2 lk 5-1-8 L 4 3 219# 8.001, 110# 2.50" 1 1-1-9 61# 2 50" D 5-1-8 r (R1-1-7) C/L: 04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports taronda 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 Analysis WARNI Ili: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing H 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). ibuss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PA771: CATEE-LOKIHOMEDIR Attach with (4) 10d Toe -Nails Od TowithNails2) scale = 0.6197 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: C:HEK3 Truss ID: Z Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA' TOTAL 33.0 psf V:09.05.02- 21746- 3: HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Z1 Q Y:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations======____=____ O_ ==cThisdesignIsforanindividualbuddingBOTCHORDS: 2x4 SP #2 MULTIPLE LOADS -This design is the 1) 2 0 3) 3- '1- 8 componentandhasbeenbasedoninformationWEDGES: 2x4 SP #2 composite resuit"of multiple loads. 2) 3- 1- 8 4) 0- 2- 0 providedbytheclientThedesignerdisclalmsa for a result of This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION ----- idly oronsfbiEt t S faultyorincorrectkdonnetion, Specifications Informaagestion,i supports. Interior bearing locations should continuous) braced unless noted otherwise. yX-Loc Vert Horiz Uplift Y-Loc - Type and/ or designs furnished to the truss designer be marked on truss. Shim or wedge if Field Connection at Support 1 must be able 3- - 0- 4 67 91 -176 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. transfer 91 pounds of horizontal reaction 0- 4- 0 154 - 118 --287 BOT PIN IfthisInformationasItmayrelatetoaspe- cdfc and accepts no responsibility or MAX LIVE LOAD DEFLECTION: WndLod per ASCE 7-98, Cf C, V- 125mph, 3- 0- 4 36 0- -27 BOT H-ROLL - projectexercises no control with regard to fabrim- tion, handling, L/ 999 L=- O. 01" D= 0. 00" T--O. 01" H= 15.0 ft, I= 1. OO, Exp. Cat. B, ICzt= 1. 0 . Bld Type= Encl L= 58.0 ft W- 3.1 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: shipment and installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 Support 2 287# - 176# individual budding component In accordance with T= 0.00" Tmpact Resistant Covering and/or Glazing Req Support 3 27# ANSI/ TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: D part of the budding design or a Budding architectfo Designer ( registeredWhen professionalvabthe T= 0. 00" TC... FORCE ... CSI ..BC ... FORCE ... CSI engineer). When reviewed for approval by the reviewedaRMB = 1.15 1- 2 31 0.25 4- 3 0 0.19 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, 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- 3-1-8 L ouslybracedbysheathingunlessotherwisespecified. Where bottom chords in tension are 1 2 not fully. braced laterally by a properly applied rigid ceding, they should be braced at a 0 maximumspacingof10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Attach with (3) Grade 40, unless otherwise shown. lOd Toe -Nails FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that Ibis drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such v i- flcaUon. 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 2-1-2 for tight (filing wood to wood bearing. Con- 24-11 nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown A 5x4 plate is 5" wide x V 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 0-6-6 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown Attach with (2) and may need to be increased for certain hand- 10d roe -Nails ling and/or erection stresses. This truss Is not 5X6 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 arc to be followed in accordance with "Handling 3-1-8 Installing & Bracing', H113-91. Trusses are to be handled with particular care during banding 4 3. and, bundling, delivery and installation to avoid 154A' H.00ri 67Jf 2 5011 damage. Temporary and permanent bracing 1-1_9 37# 2 5011 forholdingtrussesinastraightandplumbpos- BIA 3-1-8 itionandforresistinglateralforcesshallbeIR1-1-•% designedandinstalledbyothers. Careful hand- ling is essential and erection bracing Is always. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/ I,; _0-4 scale = 0.8792 required. Normal pmmutionary action for trussesrequiresbetweenttemporary bracinpping installation betweentrussestoavoidtopplinganddomincing. The supervision of erection of trusses shall be under the control of persons Maronda Systems WARNING: READ ALL NOTES ON,THIS SHEET. - A COPY OF THIS DRAWING TO BE GIVEN TO -ERECTING En .Job: g Dwg: WO: CH7 Truss' ID: Z1ezperlencedin the installation of trusses. Professional adee vlshad be soughtIf needed' CONTRACTOR. - Dsgnr: TLY Chi(; Date: 4-22-03 Concentration of construction loads greater than the design loads shall not be applied to 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 f Dufte - Lbr: 1.25' 1.25 trusses at any time. No loads other than the Bracing shown on this drawing is not emcUon bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: weight of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 which Is a part of the budding design and which must be considered by the building designer. Bracing BC O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be LIVE O.O p Sf I. completed- TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead10.0 psf Design Criteria: TPI LICENSE #0050068 of the overall structure may be required. (see HIB-91 ofrrn. Truss Plate institute, TPI• is located at 583 D'Onofrio Drive, Madison. WBconsf i 53719). - Code Dese: FLA loos VANNESSADROVIEDO,FILa2766 TOTAL 33.0 psf - V:09.05.02- 21747-.34 mac, cxm: mmru Anruysts JUU rAln: I,:IICC4.UA1HUMCUII( - HCS: 0S.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific : project and accepts no responsibility or' 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 part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sbealhing 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 10'-0" o.c. Connector plates shall be manufactured from 20,gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to he fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPl. 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid' damage. - Temporary and pernument bracing for holding trusses In a straight and plumb pcs-' ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shah 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: CHESAPEAKE K 3 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" Te, 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00". MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00", RMB = 1.15 WO: CHEK3 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 31 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. 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z2 91YA Joint Locations=====__________ 1) 0==2a 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 MAX. REACTIONS PER BEARING LOCATION ----- X- Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24, 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 165# Support 2 65# Support 3 7# 1- 1-8 1 2 0 OderWith Nails ) 1- 1-2 Attach with (2) 1. 0d Toe -Nails 1- 1-8 4 3 89# 8.00" 25# 2.50" 1- 1-9 13# 21 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARiVIiVG: READ ALL NOTES ON THIS SHEET. Eng. dub: Md6' OlDtds'iS)/S>teMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DwgD: CONTRACTOR. s g TLY BRACING WARNING: TC Live. 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead SANFORD, FL. 32771 which is a part of the building design and vhlch must be considered by the building designer. Bracing BC Live 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI). BC Dead LICENSE # 0050069 Truss Plate Institute, TPI, Is located at 583 D'OnoMo Drive, Madison, Wisconsin 53719)• 1005 VANNESSA 13ROVIEDO.FL32766 TOTAL scale = 1.5123 Chk: Truss ID: Z2 Date: 4-22-03 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: FLA IV:09.05.02- 33.0 psf 21748- 3 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this himi—atlon as It may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wilting before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to - ANSI/TP7 1-1995 . PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. 77usses are to be handled with particular care during banding and handling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stralght 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 always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration eaofconstructionloadsgrter . 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: CHESAPEAKE K 3 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=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-5-15 0-6-6 WO: CHEK3 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 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00., Exp.Cat. B, Kzt= 1.0 Bld Type- Part L= 58.0 ft W. 3.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 TI: Z3 QT1(:3 Joint Locations== _____==__ 1) 0- 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 TOP PIN 0-.1-12 160 127 -330_ BOT PIN 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 60000 2-2-6 Attach with (3) 10d Toe -Nails Attach with (2) 10d 'Coe -Nails 3-4-0 4 3 161# 3.50" 72N 2.50" 1-1-9 1. 63# 2150" E, 34-0 I" (R1-1-7) C/L: 312-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.8424 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: E aronda ys$ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z3 CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 4-22-03 TIC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing Is for lateral truss to BC Live 0.0 O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown support of members only reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detennined by the building designer. BC Dead psfp 10.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of TPI) psf Code Dese: FLALICENSE #0050068 ffruss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDO.FI-32766 TOTAL 33.0 psf V:09.05.02- 21749- 36 Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI. Z4 !j j( 2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on simplified Analog Model. Joint Locations=___=__ === This design is for an individual building BOT CHORDS: 2x4 . SP #2 MULTIPLE LOADS -- This design is the 1) 0- 2- 0 3) 1- 1- 8componentandhasbeenbasedoninformationWEDGES: 2x4 SP #2 composite result of multiple.loads. 2) 1- 1- 8 4) 0- 2- 0providedbytheclientThedesignerdisclaims magestion,s aresultof anff, This truss is.designed to bear on multiple - All COMPRESSION Chords are assumed to be MAX. REACTIONS PER. BEARING - LOCATION ----- inforforfaultyoiIncorrectinformation, specificationsor supports. Interior bearing locations .shouldpPog continuous) braced unless noted otherwise. Y X-Loc Vert Horiz Uplift Y-Loc - p .Type and/or designs fumishedtothe truss .designer be marked on truss. Shim or wedge if Field Connection at. Support 1 must be able 1--0- 4 24 32, -66 TOP - PIN by the client and the correctnessor accuracy necessary to achieve full bearing. transfer 32 pounds of horizontal reaction 0- 1-12 88 39• -175 BOT PIN of thls Information as A may relate to a spe- MAX LIVE LOAD DEFLECTION. WadLod per ASCE 7-98, C&C, V- 125mph, 1- 0- 4 21, 0 -16 BOT H-ROLL cliexi isesnPmjectand ontrolwits thesponsibilityrdtofbricorexercisesnocontrolwithregard (atom- q, ggg - H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0, PROVIDE UPLIFT CONNECTION PER SC11EDULB: t U.,handling, shipment and installation of L= 0.00" D= 0.00" T= 0.00" Bld = Part L= 58.0 ft W. 1.1 ft Truss rPeSu Support1 175# j trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: in IN'1 zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 66# Individual building component In accordance with T= 0. 00" - Support 3 16# - t ANSI/ TPI 1- 1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building T- 0 . 00" 1- 2 10 0 . 03 4 - 3 0 - 0. 02 Designer ( registered architect or professional engineer). When reviewed for approval by the RMB = 1. 15 - - building designer, the design loadings shown - - must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied .loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes E compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid: ceiling, they should be braced at a maximum spacing of I(T-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. r _ I FABRICATION NOTES r tPrior to fabricatlon, 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 vets- frcation: Any discrepancies are to be put In writing before cutting or fabrication. - Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight. fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 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 speckled. Double cuts on web members ' shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TP11-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of !gj erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than [ he 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 allfastening and bracing. is completed. Attach with (2) 10f1 ' foe -Nails 1- 1-2 Attach with, (2) 10d "Coe -Nails 4 3 89# 3.50" 25# 2.50" 1- 1-9 e : 1-1-8 2 - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports U1ARN Ii l G' E IF I. scale = 1.5123 e READ ALL NOTES ON THIS SHEET, ng. o I, A011laus S(yste111S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: s TrusDZ4CONTRACTOR. Dsgnr: TLYChk: Date: 4-22-03 BRACING WARNING: Tc Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing,, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 - which Is a part of the building design -and which must be considered by the building designer. Bracing shown Is for lateral support truss BC Live 0.0 - rr _ O. C. Spacing: 24.0 407) 321-0064 Fax (407) 321-3913 of members o to reduce buckling length. Provisions must be PP onlyggib. made to anchor lateral bracing at ends and specified locations detennined by the building designer. psf Design Criteria: TPI a TOMAS PONCEP.E. Additional bracing ofthe overall structure may beregquired. (SeeHIB-91 of TPI)_ BC Dead lo.o se P Code Dese: FLA LICENSE #0050068 TrussPlateInstitute, TPI, is located at 583.D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 21750- 37 HCS: 08.20. 02 1005 VANNESSA DROVIEDO. FL32766 Design: Matrix Analysis JOB -PATH: CATEE-LOKIHOMED/R