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105 Wheatfield Cir - BR04-001856 (CELERY LAKES) (SFR) (A) DOCUMENTSD PERMIT ADD/E,S CONTRACTOR ADDRESS PHONE NUMBER _ PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION lelr!A "uej woo) PERMIT # ^ DATE / ,0 / 0i PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE 1 7 iw eraarcAte e_U__— i C i ty of Sa nfo, r4 Certificate of Occupancy This is to certify that the building located at 105 Wheatfleld Drive for which permit number 04-1856 was issued has been completed according to the plans and specifications filed in the permit, to wit as a Single Family Residence 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 Engineering: D. Richards Public Works: J. Crumpton Utilities: R. Blake Fire Department: Zoning: 08/20/04 08/20/04 08/24/04 08/24/04 Maronda HomesQ)a yv ,, 08/25/04 Property Owner Building Official Date CERTIFCATE OF OCCUPANCY, L REQUEST FOR FINAL INSPECTION New Single Family Residence"" DATE: 08/19/04 PERMIT #: .04-1856 ADDRESS: 105 Wheatfield Dr CONTRACTOR: PHONE #: Maronda Homes 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. G CzrP/ublic Wor Utilities Fire El Zoning Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 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. Engineering Fire OPublic Works ies O ff z -e,, oy Zoning Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION New Single Family Residence"" o DATE: 08/19/04Gd PERMIT #: v04-1856 v t5 C'1 u ; ADDRESS: 105 Whe_ atfield Dr LZ V O 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. Engineering Fire OPublic Works ies O ff z -e,, oy Zoning Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC10'01 CITY OF SANFORD8/19/04 Address Misc. Information Inquiry 16:42:14 Location ID . . . . . 254755 Parcel Number . . . . . . 32.19.31.515-0000-0540 Alternate location ID Location address . . . . 105 WHEATFIELD CIR Primary related party Type options, press Enter. 5 View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE I LOT 54 ************* SW DEV FEE $1700.00 WA DEV FEE $650.00 BP -04-1856 PD 5-10-04 SEE REC #6736 3/4"WA METER SET FEE $190.00 PD 5-10-04 REC#6736 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel LMBC1001 CITY OF SANFORD 8/19/04 Address Misc. Information Inquiry 16:42:25 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 F2=Address F3=4kit F12=Cancel: L_ . . Will f" 105 WHEATFIELD CIR Free -form information 3/4"RC METER SET FEE $190.00 PD 5-10-04 REC#6736 F5=Special Notes I T N E R S U R V E Y I N G 5 August 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 105 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 8- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 , NATIONAL FLOOD INSURANCE PROGRAM Expires December,31, 200; ELEVATION CERTIFICATE Read the instr>x6ons.on papm 1- 7. SECTION A = PROPERTY OWNER INFORMATION Farlrranoet arrpery.Use _ - BUILDING OWNER'S NAME Policy Ni rnber MARONDA HOMES BUILDING STREET ADDRESS Mcludi g Apt, Uri, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL Nrn er 105 WHEATFIELD CIRCLE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Nurnbers, Tax Parcel Nurnber, Legal Description, etc) LOT 54, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g.; Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, fi.necessary) RESIDENTIAL BB. FLOOD ZONE(S) LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS: (Type): f - ##! - or NAD 1927 NAD 1983 USGS Quad Map El Odw- APR1995 SECTION B - FLOOD INSURANCE RATE MAP (FIRM)'INFORMATION B1. NFP COMM MW RUE & COkUJNITY NUMBfft B2 COUNTY NAME I IB3. STATE 3ORI CITY OF SANFORD 120294 SEMNOLE B4. MNP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATIONS) NUMBER B5. SUFFIX B6. FIRM INDEX DATE DATE BB. FLOOD ZONE(S) Zone AQ, use depfi of ioo*g) 12117100065 E APR1995 APR1995 X NA B10. Indicale the source of the Base Flood Elevation @FE) data or base flood depth entered in 69. AS Profile® FIRM ,Commundy Determined ElOfher(Desaibe): B11. Indicate the elevation drum used forti eBFE in W. t NGVD 1929 NAVD 1688 Other(Desaibe) B12 Is the building located in a Coastal Barrier Resources %sin (CBRS) area orOf wMse Protected Area (OPA)? Yes M: No Designatk SECTION C -BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Cordmdbn Dra4W Building UnderConstnxtion` ®,Finished Constnictior A new Elevation Cerffioaile will be required when construction of the building is complele. C2 Building Diagram Number 1(Seled the building diagram most simlar b the building Ax which this certificates being;corrpleted -seepages 6 and 7. ff no diagram accurately represents the building, provide a sketch or photograph) C3. Elevations—Zones Al 1 A30, AE, AH, A (with BFE), VE, Vt N3D, V (with BFE), AR, ARIA, ARIAE, ARIA1-A30, AR/AH, ARIAO Complete flow C3. a i below according to the building diagram specified in Item C2 State the datum used. If the datum isci ferentfrom the datum used forte BFE in Section B, cored the datum to Mused for the BFE. Showfield measurements and datum conversion calouldm Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum eorw ersion. Datum NGVD 29 Conv rsiontCornments Elevation reference mark used Dom the elevation reference mark used appearon the FIRM? Yes ®No a) Top of bottxn floor (inducting basement orendosure) 23. 52 ft(m) = b) Tap of red hgherfloor NA. _ft(m) fn Al ,Q c) Bottom of lowest hor2ontat structural member (V zones only) Ll d) Attached page (top ofslab) 23.05 t(m) E e) Loweddevaffongf machinery andlorequipmerd - 0 servrig the building (Describe in a Comments area) 23.2 ft(m) I 0 Lowest adjacent (fines grade (LAG) 22.8 R(m) z N g) Highest adjacent Riish4 grade (WAG) 23. 1 ft(m) vJ O h) No. of permanentopenings (flood vents) within 1 t above adjacent grade L) i) Total area of at permanent openigs (flood vents) in C3.h _sq. it. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information,. I certify that the information in Sections A, 8, 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. CER11RER'S 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 SKWTURE / /dam DATE TELEPHONE IMPORTANT: In these spaces, copy the oomesporu5ng infomtaltion fmm Section A — For trib== Carpary use: BUED W STREETADDRESS Rift Apt, Unit Sude, andbr ft No.) OR P.O. ROUTE AND BOX N0. P* Hurter 105 MEATRELD CIRCLE CITY STATE ZP CODE Carpery NAIL NurlberSANFORDR32771 SECTION D - SURVEYOR, ENGINEER, ORARMTECTCBMFICATION (CONTINUED) Copy both sides of this Elevation Cerfificaie fix (1) oommuniy official, (Z) iw rarroe agenhbornpany, and (3) buidng owner. tr V11612C1b-7 Check here iFabilymnis SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A PnOUT BFE) ForZone AO and Zone A (without BFE), complete Items Ei through E4. If the Elevation Cedes is mended for use as suppating information for a LOMA or LOMR-F, Section C must be completed. Et. Budding Diagram Number_(Select the building diagram most sirdar to the budding forwhich this certficate is being oonpleted – see pages 6 and 7. ff no diagram aoanatety represents the budding, provide a sketch or photograph.) E2. The bP of the bottom floor (including basement or enclosure) of the buMi g is _ tt(m) _in.(crn) above or below (check ane) the highest adaoent grade. (Use natural grade, ti avadable E3. For Buddig Diagrams tib wth openings (seepage 71 the next hghertborordevated floor (elevation b) of the building is _ tt(m) _n.(an) above the highest adaoent grade. Canpleb Hems C3.h and C3.i on fro nt ofform. E4. The lop of the plaffixm of machinery and(or equpment servicing the budding is _ t(m) _in.(an) abmm or below (dvxk one) the highest adjrrt grade. (Use natural grade, Iavadable E5. ForZone AO oNy. If no flood depth number is available, is the top of the bottom 9oordevaled in a000rdarnoe wdh the oommu*s floodplain management ordnance? Yes No Unlmown. The local official must oe* this iniamation in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property ownerorown&s authormad representative who completes Sections A, B, C *ns C3.h and C3J ordy), and E for Zone A (without a FEMA sued or eommunih - issued BFE) orZone AO must sign here The daWnents n Section A, f3, C, and E are carted to the bestof mykmowiedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS Crry STATE ZIP CODE SIGNATURE DATE TELEPHONE Check here I afJ dv ermis SECTION G - COMAl UNRY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the eommundy's floodplain management adnanoe can oomplele Sections A, B, C (a R and G of this Elevation Cert'rcale. Complete the,applcable tiem(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a lioensed surveyor, engineer, or architect who is authorized by state orbcal law b oe* elevabDn iifomhation. (Indicate the source and dale of the elevation data into Came -b area below.) G2 A community official oompleled Section E for a building located in Zone A (without a FEMA -issued a oommunkrassued BFE) a Zone AO. G3. The locating ihkxmafim (items G4a) is. provided for oommuniy ko*lan managemerht Purposes 38. Elevation of asbuit bwest floor(ndudng basement) of the building is tt(m) Datum: G9. BFE or (n Zone AO) depth of flooding at the budding site is: _, _ ft(m) Datum: LOCAL OFFICIAUS NAME TITLE COMMUNfTY NAME TELEPHONE rte r UKt DATE COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104_76032 DATE:_1W. - BUILDING PERMIT NUMBER,. ~' COUNTY NUMBER: __________ UNIT TRAFFIC ZONE: ___ 7i/SDICTION: O6 CITy AQ -PONE0. SUBDIV ION: T T: f',/ -------------------~'// PLAT BOOK: J.1 AT BOOK PAGE:'_, BLOCK: LOT: OWNER NAME: ADDRESS:' ----- --'-------- 4L . .. .... '~/-_... ..... .... .... ... ... APPLICANT N : ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached Hcuse TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS . 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 CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE $2,285.00 STATEMENT RECEIVED BY: SIGNATURE / 1K-^~----'~-----_- DATE . NOTE TO TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELYMAYMENT MAY RESULT IN YOUR`LIABILITY FOR THE FEE. **** ISTRIBUTION: 1 -COUNTY 3 -CITY 2 -APPLICANT 4 -COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH RE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT., PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE 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 .UST MEET THE REQUIREMENTS OF TH[ 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, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORl}( PARK AVENi1E SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERFNCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A** SINGLE FAMILY BUILDING CITY OF SANFORD PERMIT APPLICATION Permit # : 0 y ^ t1 f- Date: February 27, 2004 Job Address: 105 WHEATFIELD CIRCLE LOT 54 CELERY LAKES Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $120,698.00 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 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: 3,218 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0540(dAttac lt. )=ow sip & Legal Description) Owners Name & Address: Maronda Homes Inc. of ori a 4, 0 1 i _Phone: 407-475-9112 Contractor Name & Address: Russell Keith Summers ' i1 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino li Phone: (407) 659-3719 Bonding Company: MAR n 2nl(1 4 i Address: ;t" ; - Mortgage Lender: g r Address: +> -- - - .._.. d - r; Architect/Engineer: Address: 4005 Mar Phone: (407)321-0064 r:'• .: 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. 2/27/04 Signature of kwnjeWent Date Russell Keith Summers Print Owner/Agent's Name l'I 2/27/04 Signature ofNotary-State dUlorida Date LAURIE PELLEGRINO R oFPT p,a Comm# DD0232804 fi= Expires 7/16/2007 nFQ?: Bonded thru (800)432-4254' 3.................FloFlorida Assn, :n:. Owner/Agent is _X_ Personally Known to Me or Produced ID 27/04 1 Signature of Contractor/ ent Date Russell Keith Summers Print Contractor/Agent's Name V3 2/27/04_ Signature of Notary -Stat Florida Date o.,eKLAURIEPELLEGRINO Comm# DD0232804 ExPires7/16/2007 s. Bonded thru (800)432-4254. oj oFn r Florida Notary Assn., Inc = 5....Florida Contractor/Agent is _X— Personally Known to Me or Produced ID APPLICATION APPROVED BY: B1dgP / 2-`[A' Zoning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) d,f,., S t Permit #: V V 19 Job Address: (Q6 When CITY OF SANFORD PERMIT APPLICATION l Date: Description of Work: Single Family Residence 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 955 Keller Rd Ste 1500 Altamonte Sprints, FL 32714 Phone: 407475-91.12 Contractor.Name & Address: WILLIAM T SELF 4005 MARONDA WAY SANFORD. FL 32771 State License Number: CFC057039 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone• L4071659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Waw 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 constriction 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 constriction 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. f I , Signature 0 er/Agent Date ignature of Contractor/ ent Date Russell Keith Summers Print Owner/Agent's Name re of Notary .. -State oUlorida..... LAURIE PELLEGRINO raw y Comm# DD0232W r'FRr 2rte"tr _ Expires 7!18/2007 Bonded Mm (1D0)432-4: Florida Notary Assn-, I Owner/Agent is _X_ Personally Known to Me or Produced ID WILLIAM T. SELF Print Contractor/Agent's Name kw q4M,00 (Ott Signature of Notary -State of F da Date r 148LAURIE PELLEGRINO aor' P, Comm#DD0232804 Expires 7/16/2007 Bonded nw (eoo)432.4254. r Florida Notary Assn•, Ino 9..... • o...............n. .................. Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg Al Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : O I — t 0 1 - n Date: Al IP I0to+ FS Job Address: Description of Work: SINGLE FAMILY RESIDENCE Historic District: 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 t6 6041.W 6DO, %YVlgl' k SpfVV4S, fL Phone: 407475-9112 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 of the foregoing informaion 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 su" 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 Signature of Owner/ ent Date Russell Keith Summers Print Owner/Agent's Name Signature of Notary -State o lorida Date tt'a'nm................................0...6 LAURIE PELLEGRINO OyPO, Comm#DD0232804 r°N(/^?`.= Expires 7/1612007 S Eor. ei thru (800)432-4254 Owner/Agent is _X_ Personally Known to Me or Produced ID of Contractor/Agent GARY CARMACK Print Contractor/Agent's Name Lien Law, FS 713. Date 31.516L Signature of Notary -State lorida Date LAURIE PELLEGRINO Comm# DD0232804 s=41.0r a&g,' Expires 7/18/2007 oT`,a Bonded thru (800)432-4254 Florida Notary Assn., Inc Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bld P Zoning: Utilities: Initial & Date) (Initial & Date) Special. Conditions: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : V -I - Job Address: (d V Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Date: 61dto1d Permit Type: Building Electrical )< Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPSc-40 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: 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 $$" l t . 3t, 19)t ARAMMkrl S hi! Phone: 407-475-9112 Contractor Name & Address:% hromda h6mQJ X c, of -State License Number: FG04WG63 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. 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. I I oil Signature of Owner/ Date Russell Keith Summers Print Owner/Agent's Name loll Signature of Notary -State dMorida Date nn.nnnn..nn.....I..... .....ynn...a LAURIE PELLEGRINO Comm# DD0232804 2. ' .1 Expires 7/162007 p` Bonded thN (800)432-4254_ n nm •a RoMa Notary Assn., Inc4o.nmu..nennuunu.uu u..uounB Owner/Agent is _X_ Personally Known to Me or Produced ID gjnaa ofo/ cttor/Agent Date 1'e 1 61 ) Rll 5Q! 1 Print Contractor/Agent's Na Signature of Notary -State f Florida Date e.unun.onnnuum........ uo..... LAURIE PELLEGRINO Comm# DD02328N Expires 7/16/2007 s s Zr Bonded thru (800)432-4254: Florida Notary Assn., Inc 1 Contractor/Agent is _X— Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bid g: 4M6 If Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special, Conditions: IARYAN', ORSE, CLERK OF CIRCUIT CART WHINOLE COUNTY BK 05218 PG 0222 CLERK'S # 2004033292 RECORDED 93/05/204 89:43:16 AN RECORDING FEB 6.N RECORDED BY S O'Kelley NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6.949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement.. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 54 105 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes 1101 North Keller Road Suite F Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) oLL W H 0 L o°a U 0 Ui V4ZV) --1 00 W J N u.l M LU 0 Y U. W Q 0 W°zZZ e 0og O foC1v i CONTRACTOR Maronda Homes, 1101 North Keller Road Suite F Orlando FL `32810 Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA, 750 S. Orlando Ave. #102 Winter Park FL 32789 ATTN: DAN FINNEGANPhone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1st St. Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9 484 Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) RUSS'ELC%EI TH SUMMERS Maronda Home^; Inc. of Florida Vice President Construction, Sworn to and subscribed before me this 27TH day of FEBRUARY,. 2004. UNIFIED COPY4Notar,yPublic ' MARYANA1E Alone : ......................................c CLERK LAURIE PELLEGRINQ ()F CII?CUii CQ(j( comm# DD0232804mIC(} W,- Bonded ftu (800)432-4254 Florida Notary Assn., Inc .% r.. QR0 5 PLAT OF BOUNDARY SURVEY for MARONDA HOMES.. Legal Description LOT 54, 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. 1 55 N 89'38'17" E 130.00' J 5.00' 5' DRAINAGE ESM'T n I CD O ii m_U D N N P JmJ co A M E6oCp o 0 o N fTl i CONC. N D -<M ap O n or M? CP 3 ;DRIVE O 10.00 cinCDO 25.00 5' DRAINAGE ESM'T; 5.00' O O N 89'38'17" E 130.00' I i I 53 I SCALE: 1 "=30' FLA11 EF D, My OF SAMFORDI SURVEY NOTES: 0 w 0 z cn w J V SP1 1) The street address of the above-described property, is 105 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 ani accurate representation of the same. I further certify 'that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Su{veyors pursuantto Section 427.027 of the Florida Statutes. REVISIONS: ( /// CERTIFIED CORRECT TO: 1 // JAI K.YNER URVEYINC, INC. R. BLAIR;K:ITNC^ n;L.5. NO. 3382 Post Office' firx 823;' Sacfgord, F1. 3277243823 322=2000; PROJECT NO: 0.4-2,31 SURVEY DATE ILI CITY OF SANFORD BUILDINGDIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 54 Subdivision: CELERY LAKES Property Address: 105 WHEATFIELD CIRCLE 71 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). D 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. Fx- 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). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 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. 0 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. D h. Square footage table showing footages: Garages/Carports 383 'S. F. Porch(s)/Entry(s) 11 S.F. Patio(s) S.F. Conditioned structure 2,818 S.F. Total (Gross Area) 3,218S.F. R 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Fx_1 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' hen 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 perniit`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: Friday, February 27, 2004 SIGNATURE: By 04merser uthorized Agent) FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CO STRUICTION Florida Department of Community Affairs Residential Whole Building Performance Method A i Project,Name: BBRC42B LOT54CL Address: 105 WHEATFIELD CIRCLE City,_ State: SANFORD, FL Owner:-Maronda Homes Inc. of Florida Climate Zone: Central 1. New construction or existing New - 2. Single family or multi -family Single family - 3. Number of emits, if multi -family 2 - 4. Number of Bedrooms 4 - 5. Is this a worst case? Yes _ 6. Conditioned floor area (ftx) 2818 ft2 7. Glass area & type Single Pane Double Pane - a. Clear glass, default U -factor 264.0 ftp OA ft' - b. Default tint 0.0 ft= 0.0 ft, - c. Labeled U or SHGC 0.0 if 0:0 ft, S. Floor types a. Raised Wood R=11.0, 400.0 ft - b. Slab -On -Grade Edge Insulation, 0 R=0.0, 198.0 ft= _ c. 1 Others 80.0 ft2 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1132.0 112 - b. Frame, Wood, Exterior R=11.0, 1180.0 ft= _ c. Frame, Steel, Adjacent R=11.0, 180.0 ft= _ d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1680.0 ff _ b. N/A c. N/A 11. Ducts a. Sup: Con. Ret: Con. AH(Sealed):Iuterior Sup. R=6.0, 150.0 ft b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft Builder: MARONDA HOMES Permitting Office: Ct 61 Sop,d Permit Number: © tf Jurisdiction Number, a IS -6o 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 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) Cap: 34.0 kBtu/hr SEER: 12.00 - Cap: 28.8 kBtu/hr _ SEER: 12.00. _ Cap: 34.0 kBtu/hr - HSPF:8.00 - Cap: 28.8 kBtu/hr HSPF:8.00 - Cap: 50.0 gallons - EF: 0.93 PT' - J Glass/Floor Area: 0.09 Total as -built points: 31075 PASSTotalbasepoints: 37979 I hereby certify that the. plans and specifications covered by this calculation are in compliance with the Florida Energy Code. • PREPARED BY' filauq3t. DATE: I hereby certify that this building, as designed, is in compliance with the Florida En gy Code. OWNER/AGENT: DATE: Review of the plans and specifications covered by this o JAESr4j, calculation indicates compliance with the Florida Energy Code. t "" O Before construction is completed this building will be inspected for compliance with Section 553.908 e°bwh Florida Statutes. '/ g7• BUILDING OFFICIAL: DATE: EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I EnergyGauge® DCA Form 60OA-2001 En erg yGauge®/FlaRES'2001 FLRCPB v3.30 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 2818.0 25.78 13076.6 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 14.0 16.0 63.97 1.00 1019.3 Single, Clear E 1.0 14.0 10.0 63.97 1.00 637.1 Single, Clear E 1.0 6.0 24.0 63.97 0.97 1489.9 Single, Clear S 1.0 14.0 30.0 48.22 0.99 1436.5 Single, Clear W 1.0 16.0 40.0 57.68 1.00 2299.4 Single, Clear W 1.0 12.0 10.0 57.68 1.00 574.2 Single, Clear W 1.0 14.0 24.0 57.68 1.00 1379.0 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 As -Built Total: 264.0 15480.6 WALL TYPES Area X BSPM Points Type R -Value Area X SPM Points Adjacent 180.0 0.70 126.0 Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8 Exterior 2312.0 1.90 4392.8 Frame, Wood, Exterior 11.0 1180.0 1.90 2242.0 Frame, Steel, Adjacent 11.0 180.0 1.00 180.0 Base Total: 2492.0 4518.8 As -Built Total: 2492.0 3757.8 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM Points Type R -Value Area X SPM X SCM = Points Under Attic 1576.0 2.13 3356.9 Under Attic 19.0 1680.0 2.82 X 1.00 4737.6 Base Total 1576.0 3356.9 As -Built Total: 1680.0 4737.6 FLOOR TYPES Area X BSPM Points Type R -Value Area X SPM Points Slab 198.0(p) 31.8 6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p 31.90 6316.2 Raised 480.0 3.43 1646.4 Raised Wood, Adjacent 11.0 400.0 1.80 720.0 Raised Wood; Post or Pier 11.0 80.0 1.83 146.0 Base Total: 7942.8 As -Built Total: 678.0 5450.2 EnergyGauge® DCA Form 60OA-2001 En erg yGauge®/FlaRES'2001 FLRCPB v3.30 l FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: EnergyGaugelll DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 BASE AS -BUILT . INFILTRATION Area X BSPM = Points Area X SPM Points 2818.0 14.31 40325.6 2818.0 14.31 40325.6 Summer Base Points: 53458.3 Summer As -Built Points: 58988.2 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) 58988.2 0.541 1.000 x 1.150 x 0.85) 0.284 0.950 8811.9 58988.2 0.459 1.079x 1.150 x 0.85) 0.284 0.950 7464.2 53458.3 0.4266 22805.3 58988.2 1.00 1.022 0.284 0.950 16276.1 EnergyGaugelll DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 f FORM 60OA-2001 INTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: EnergyGauge® DCA Form 60OA-2001 EnergyGauge@]FlaRES'2001 FLRCPB v3.30 J 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 2818.0 5.86 2972.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0. 14.0 16.0 12.37 1.00 198.5 Single, Clear E 1.0 14.0 10.0 12.37 1.00 124.1 Single, Clear E 1.0 6.0 24.0 12.37 1.01 299.5 Single, Clear S 1.0 14.0 30.0 9.90 1.00 295.9 Single, Clear W 1.0 16.0 40.0 13.25 1.00 529.7 Single, Clear W 1.0 12.0 10.0 13.25 1.00 132.4 Single, Clear W 1.0 14.0 24.0 13.25 1.00 317.8 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 As -Built Total. 264.0 3294.4 WALL TYPES Area X BWPM Points Type R -Value Area X WPM Points Adjacent 180.0 1.80 324.0 Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3 Exterior 2312.0 2.00 4624.0 Frame, Wood, Exterior 11.0 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 180.0 2.60 468.0 Base Total: 2492.0 4948.0 As -Built Total' 2492.0 6569.3 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPES Area X BWPM Points Type R -Value Area X WPM X WCM = Points Under Attic 1576.0 0.64 1008.6 Under Attic 19.0 1680.0 0.87 X 1.00 1461.6 Base Total: 1576.0 1008.6 As -Built Total: 1680.0. 1461.6 FLOOR TYPES Area X , BWPM Points Type R -Value Area X WPM Points Slab 198.0(p) 1.9 376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 480.0 0.20 96.0 Raised Wood, Adjacent 11.0 400.0 1.80 720.0 Raised Wood, Post or Pier 11.0 80.0 0.47 37.7 Base Total: 472.2 1 As -Built Total: 678.0 1252.7 EnergyGauge® DCA Form 60OA-2001 EnergyGauge@]FlaRES'2001 FLRCPB v3.30 J FORM 60OA-2001 INTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT # EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 BASE AS -BUILT INFILTRATION Area X BWPM Points Area X WPM Points 2818.0 -0.28 789.0 2818.0 0.28 789.0 Winter Base Points: 7837.8 Winter As -Built Points: 11991.2 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) 11991.2 0.541 1.000 x 1.160 x 0.87) 0.427 0.950 2758.3 11991.2 0.459 1.068 x 1.160 x.0.87) 0.427 0:950 2336.4 7837.8 0.6274 4917.5 11991.2 1.00 1.048 0.427 0.950 5094.7 EnergyGaugeTm DCA Form 60OA-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 CODE COMPLIANCE AS -BUILT WATER HEATING Number of . X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Heating + Hot Water = Total Points Points Points Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 EnergyGauge?" DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 a CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 22805 4917 10256 37979 16276 5095 9705 31075 EnergyGauge?" DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 a FORM 600A=2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:, , , PERMIT #: 6A-21 INFILTRATION REDUCTION.. COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1:1 Maximum:.3 cfm/s .ft. window area; .5 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; Swimming Pools & Spas 612.1 foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends Shower heads 612.1 from and is sealed to the foundation to the top plate. Floors 606.1.ABC:1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams, Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, Insulation 604.1, 602.1 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 erimeter 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 -1C 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 regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NEPA, have combustion air. AZA_97 r% -x000 DDCQ!'D1DT1\/C N9CAQ1I0CQ 1--f ha mnf i ray.r Aarll kitnilracirlancac 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 efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 aallonser minute at 80 PSIG. Air Distribution Systems 610.1, All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically - attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se crate 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. EnergyGaugel DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 Evoto magg. W9A UM ESTIMATED ENERGY PERFORMANCE SCORE* = 86.8 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New - 2. Single family or multi -family Single family - 3. Number of units, if multi -family 2 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (W) 2818 ff 7. Glass area & type Single Pane Double Pane - a. Clear - single pane 264.0 fe 0.0 fe _ b. Clear - double pane 0.0 fP 0.0 ft" _ c. Tint/other SHGC - single pane 0.0 ft2 0.0 ft2 - d. Tint/other SHGC - double pane 8. Floor types a. Raised Wood R=11.0, 400.0 ft2 _ b. Slab -On -Grade Edge Insulation, 0 R=0.0, 198.0 W - c. 1 Others 80.0 ft2 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ft2 _ b. Frame, Wood, Exterior R=11.0, 1180.0 ft2 - c. Frame, Steel, Adjacent R=11.0, 180.0 ft2 _ d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1680.0 ft2 _ b. N/A c. N/A 11. Ducts a. Slip: Con. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft b. Sup: Uric. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR -Heat recovery, Solar DRP -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 mpl"ant features.. Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 34.0 kBtu/hr - SEER: 12.00 Cap: 28.8 kBtu/hr SEER: 12.00 _ Cap: 34.0 kBtu/hr - HSPF:8.00 - Cap: 28.8 kBtu/hr - HSPF: 8.00 Cap: 50.0 gallons _ EF: 0.93 PT' - SHESr3 Map oD WE y NOTE: The home's estimated energy performance score is only available through. the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the. Energy Gauge web site at w rwfisec. 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) I .. -, . _..,.... Master Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist f. Sufficiency Review Manufacturer Name: Nora ndex/Revn olds Distribution Model Number(s): 1"x4" and 1"x3"Aluminum Mulfions 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. 11. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 Agency&gency 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 CJTtl9 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 C , O .. QdQ 'd a d fid• d CAULK TOP - OF MULL 10 X 3/4" TEX SCREW i WIN DOW JAM 5/8 1x3 MULLION (XFLA-26-1) 1x4 MULLION (XFLA-39) WINDOW 5/8". JAMB 10 x 3/4" TEX SCREW CAULK BOTTO OF MULL PRECASTED SILL 7/8- SEE CHART FOR FASTENERS 9/8"MIN. WINDOW ' HEAD FLA -45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 1x3 MULLION (XFLA--26-1) 1x4 MULLION (XFLA-39) WINDOW SILL 3/8"MIN. 3/ „MIN. t> 3/4"MAX SEE CHAR y VERTICAL MULLION SCHEDULE SINGLE UNIT TYPE OF MULLJON TYPE OF CLIP ~ WINDOW WINDOW D ESIGN PRESSUREWIDTHHEIGHT NUMBER -AND INCH INCH 35 PSF FLA -45 TYPE OF FASTENERS A 26 -- 1.0 _x 3:0 OK 4 3 160 x 1-1 2 TAPCONS, o ai38_1 4 ____ 19-1/8 50-5]8 _- x 3:0---_ `-- --- 4 3 6_i -x 1_ J2 TAPCONS ti n C~- l OK_ __ 4- J60 x 1-J2 TAPCONS 7669------OK----4-3 _6 T_x i_J2_TAPCONS1:0 x 3.0 OK 4 3 160`' x 1-1 2" fiAPC6N5 h U1I2_ f 7e6' 1_O x 3.0 _0_K_ _ 4 3 160 x 1- f2 TAPCONS c 26-1/2"50-5]8`---1-. x 3.0`-- --- OK- - '4 1 X60 x_ 1_ J2 T_APCONS ti ' OK_ _ 4 _ J6GT_x _i-v2' TAPCONS63" 1_0 x 3.0_-_ _OK__-_ 4 3 160 x__1_-1 2` T_APCONS76-3 4 ' LO x 3.0 - OK 4-3 64`'-x 1- 2" TAPCONS b g q 326 -,: -_ 1_0 x 3.0_- OK_ 4 3 160 x 1-1 2 TAPCONS N [ "- 8-1T4 --- n-- --- Fti' 37" 50-5 8' - -- ---OK-_-- 4 3J 60 x i -J2 TAPCONS A 0K 4 _3J 64 _x 1- J2 TAP ti1.0 x 3-.0------------ 63" =----- yzOK431641" x _1-_1 2_ TAPCONS OK 4-1 4' '`- x 1-1/2 TAPCONS EN1- -x 3.0___---OK-----4 _3 16_0_ x 1-1 _2 T_A_PCONS 5 oo38-i/4" 1.0 x 3.0 _Og- _ 4 3 164" x_ 1_-1 2" TAPC_O_N_S < 453-1 8-60-15 l.D x 3.0---- _ - - f--__ _ OIC----2_i 4'_ x_1-1 ONS83" 1:0 x_3.0 OK _ (2)_l40" x 1-1/2" TAPCONSli. z:. 4.0--- --- OR - 21 4'r x 1-1 2-TAPCONS IJco ACTURER leIA14'AE e a y o MASTER o T FORY D Qb QD FASTENERS " NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063 T6, OR 6063 T5. CHARLES A: G. P 2) WHEN THERE IS ONE TAPCON (1/4[x" X 1-1/2") E ON EACH ANGLE LEG, THE TAPCON SHALL BEFLREG. ENG.. 44 11121 PLACED ON MULLION CLIP CENTERLINE. DATE: 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH 3.000 PSIAT28DAYS. PAGE 30 NOTES: I) ALL AI OR 6m 2) WHEN ON EA1 PLACEI 3), CONCM AT 28 a E cxARI.E3 a FL REG DATE I i CF NTU MANUFA i MASTED I DW SILL SH HEAD DW SILL 3H HEAD14y 4K a4 W NORANDEX PAGE .24 4 , A I A" 'URER NArI'47A .T . 3%1614 BUCK OR x 2-3%4" TAPCON0 Pli-smS 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 BUCK 77 SEE ELEVATION FOR ANCHOR SPACING. 1 n Fr9 N 1/] 2) 010 x 1 3/4' PH -SMS BUCK WITH 1-1/2" MIN, E.___ , ,,,• SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK I -- A.L ly WOOD BUCK No. OF I Na OF HCHORS ANCHORS 147.975" 4) 48 2 yp 46 B hI5I OR TB WITH TYPICAL WALL THICKNESS OF•0.62"43 24 8 I A" 'URER NArI'47A .T . 3%1614 BUCK OR x 2-3%4" TAPCON0 Pli-smS 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 BUCK 77 SEE ELEVATION FOR ANCHOR SPACING. 1 n Fr9 N 1/] 2) 010 x 1 3/4' PH -SMS BUCK WITH 1-1/2" MIN, E.___ , ,,,• SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK I -- A.L ly WOOD BUCK No. OF I Na OF HCHORS ANCHORS 147.975" 4) 48 2 yp 46 B No. OF No: OF OR TB WITH TYPICAL WALL THICKNESS OF•0.62"43 24 8 D9.5' 1J 48 48 18 8 152750' 86.7 89.4 57.5 67.5 24 8 LLL376 80 3) 57.5 57.5 18 8 76-5'- s 67.6: 57.5 18 g 128' g0• 58.7 6fl.7 20 983.628 2.5) B6.g 88.8 10 g 201' 14.7.375• 98" 45 5 4fi 30 10 90.6' 4) 45 15 24 45 18 10 THE 1 48.9 48.9 E4 30 SO Ill.'976` 96• 635 636 18 to 66.3 24 IO 98' 53.4 66.4 18 10 DEB' 9g' 5{-5 64.6 EO 10 B3.825 Na 2.6) 64.6 64.5 10 0 j IN PARENTHESIS INDICATES PdNEL =E IN 2) 3/16"4 x 2-3/4" TA 31ZE WIDTH la k mFEE•(: oA 14 FASTENERS, SEE ELEVATION FOR p q. STEEL REM. ALL 10• PANELS 60.0 D.P.. STEEL RANEL ALL 10' PANELS do 60.0 D -P.. nlREDSHIMASSHIMMSHOWN) HOWWOOD TYP, JAMB. SECTION OR MUDD TRACK AS REQUIRED 1 BY 2 BY BUCK2) 3/16"0 x 2-1/4 TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. wo ra V NOTES: 1/4" SHIM -- MAX. 1) SHIM AS REQUIRED,. MAX. SHIM STACK 1/4% 2) ALL ALUMINUM EXTRUSIONS ARE ALWy8063-T6• a r , YGLASSDOOR LRATNB ANALYSIS CHARY DOA No. OF No: OF OR TB WITH TYPICAL WALL THICKNESS OF•0.62"43 DESIGN TOAD ISIONS CAPACITY-PSF--z:q ANCHORS ANCHORS 1J MIGHTPOSITME NEGAINCHES liUSEHIGHQUALITY -CAULK BEHIND WINDOWFLANGE GLASS THICKNESS BASED ON TABLE E1300 e4; 86.7 89.4 X q GLASSc CHARTS, AND MAY VARY DEPENDING ON SIZE., 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX tzN. 88.7 88.4 PANS PANEL s PRODUCTS TO MEET ANY APPLICABLE' LOCAL. LAWS, 88.7 77.4 24 8 eG' 88.7 838 IB 8 a 66.7 83g 1B BUEMING CODES, ORDINANCES OR OTHER SAFETYDEADERANDSILLSECTIONREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BO' 88.7. 78.3 20 e N •'Q, r~ O BUILDING OWNER OR CONTRACTOR. TYP. 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH 3,000 66.7 75.3 10 B QO gO SO 10- 06' PSIAT28DAYS. 1 I 2By2)Typ1Cu• EmAmm 80 60 1/4' TEIIPEREO GLAS9 SLIDING a r , YGLASSDOOR LRATNB ANALYSIS CHARY DOA No. OF No: OF O NDESIGNTOAD ISIONS CAPACITY-PSF--z:q ANCHORS ANCHORS 1J MIGHTPOSITME NEGAINCHES HSA JAMB f i).• D rxQ 86.7 89.4 8p fi q9u• 88.7 09.44) 88.7 88.4 24 16 g g y O QI 88.7 77.4 24 8 eG' 88.7 838 IB 8 3) 66.7 83g 1B g BO' 88.7. 78.3 20 e N •'Q, r~ O 25) 66.7 75.3 10 B QO gO SO 10- 06' 4) eo Bo to 80 60 161. 1o 66.3 24 IO 98' 88.7 71.3 10 10 3) 68:7 738 18 10 O 98' 85.9 86.9 20 10 p z 5) 88.7 85.2 10 10 2) 3/16"4 x 2-3/4" TA la k m COX OR MIAMI DADS APPROVED CONC. oA 14 FASTENERS, SEE ELEVATION FOR p q. ANCHOR SPACING_ o Oqa9 n 4 C12 9v 1 I W c:i U 1i U ; XUPANEL a 04 PANEL W a o ov y I 4BY2) 1ymm BI87Amm q H q V q I I I I i L NORANDER PAGE 23 2) #10 x 1-3/4" PH–SMS INTO 2 BY BUCK OR3/16"0 x 2-3/4" TAPCON TRRU 1 BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. a_ 2) #10 z 1-3/4" FH–SMS INTO 2 x BUCK d o y SEE ELEVATION FOR ANCHOR SPACINr T H Vl 2 BY WOOD BUCK 2) #10 z 1 3/4" PH -SMS INTO 2 BY BUCK WITH 1-1/2' MIN_ EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. Tr - 0 0 .AS REQUIRED TYP. HORN MUDD TRACK AS REQUIRED i BY 2) 3/1670 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CDNC_ FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUID: MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5dORT6WIT[i TYPICAL. WALL THICKNESS OFIQ3) USE HIGH :QUAU7.Y CAULK BEHIND WINDOW FLANGE4) GLASS THICKNESS BASED ON -TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON. SIZE,. Ii) THE RESPONSIBILITY FORSELECTION.OF NORANDI!EXPRODUCTSTOMEETANYAPPLICABLELOCAI:.LAWS, HEADER AND SILL SECTION BUn.DING CODESL ORDINANCES OR" OTHER 'SAFETy- REQUIREMENTS REST 'SOLELY WITH THE.ARCHITECT, BUILDING .OWNER 'OR CONTRACTORTYP. 1 BY BUCK 8) CONCRETE COMPRESSIVE STRENGTH = 8;000 PSIAT28DAYS. 213Y2) neicaC aseAnax 4BY2) TOPICAL ngyr ow 3/16" TEMPERED GLASS O PANEL .SIZE INCHES DESIGN LOAD CAPACITY— PSF NO. OF ANCHOR SCREWS IN FRAME q HEAD AND .SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX 30 6" x 591/2" 53.3 55.8 10 16 XXXX ALL V G] 361/18"x 591/2 49.B49.8 12. 18 ti E-. o 04 4 30 a x 791/2 " 49.7 487 i0 16 M186 36 Vis" g 79/2 " 45 45 12: 18 Zz. co h SERIES 500 AL 1, SLIDING GLASS DOOR. FASTENER CHAR ALL OPERABLE PANELS co to 1 B. . . 2) 3/16"0 s 2-3/4-CF TAPCON OR MIAMI o CA1'dLIFA' _ L WIDTH N e'i i z WOOD BUCK DADE APPROVED CDNC. FASTENERS. • y h y i c ob W) Md te,,t ts SEE ELEVATION FOR ANCHOR SPACING. r 0 .AS REQUIRED TYP. HORN MUDD TRACK AS REQUIRED i BY 2) 3/1670 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CDNC_ FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUID: MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5dORT6WIT[i TYPICAL. WALL THICKNESS OFIQ3) USE HIGH :QUAU7.Y CAULK BEHIND WINDOW FLANGE4) GLASS THICKNESS BASED ON -TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON. SIZE,. Ii) THE RESPONSIBILITY FORSELECTION.OF NORANDI!EXPRODUCTSTOMEETANYAPPLICABLELOCAI:.LAWS, HEADER AND SILL SECTION BUn.DING CODESL ORDINANCES OR" OTHER 'SAFETy- REQUIREMENTS REST 'SOLELY WITH THE.ARCHITECT, BUILDING .OWNER 'OR CONTRACTORTYP. 1 BY BUCK 8) CONCRETE COMPRESSIVE STRENGTH = 8;000 PSIAT28DAYS. 213Y2) neicaC aseAnax 4BY2) TOPICAL ngyr ow O her yy m Nrn z A 4 NORANDEX PAGE 22 10 X 1-3/4" P.H. S.M:S WA -1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. A 00UB1E Al 10 X 1-3/4" P.H. S.M:S. W/1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1) :SHIM AS REQUIRED, MAK SHIM STACK 1/4". 2) ALL ALUMINUMEXTRUSIONS ARE .ALLOY 6063-T5 4309 T6: ViTti-TIPICWAL14 3 USE' HIGH. Q_TjA jT'YAC?iULIt MEHIND WINDOWES§ OF OFLANGE. INCGLASS. THICW9SS :BASED ON TABLE E13o0 GLASSCHARTS; AND?::MAY 'VARY DEPENDING ON SIZE. 5) THE. RESPONSINtGITY; OR SELECTION OF NORANDEX La— uoutfuc PRODUCTS :TO 1dEET ?1NY APPLICABLE LOCAL LAWS, 5- BUIiDING hC0-DtS ORDINAN(tES .OR OTHER SAFETY 36" RERUIR MENTS NEST =SOMY. WITH THE ARCHITECT, HUILbTNG OWNER OR CONTRACTOR. 52- 6) NOTE + TNDICrATES THAT E UAL .FASTENERS AT 18- z BEAD ANS .prm ADa x T.,n it 0 R H v Ocn a ALT. FIN ATTACHMENT UNDER SHEATHING' MMLAL FLORDA R:O:A.F. AL"ER NANE : ORq fX MASTER FILE # 3 g HEADER AND SILL SECTION W/1-1/21 MI/N4" EMBEDMENT WOOD FRAME SEE -ELEVATION °AiG 1 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SE&.=VATION. FOR ANCHOR SPACING. TOP AND BOTTOM) CHARLES', A: FL REG*. ENG:. 49121 DATE:.. 3/7/02 v If ISIONS WINDOW FASTENER. SCHEDULE I. N ' HEIGHT NHE SILLS N0. ANCHORS AMB INCITES) SEE NOTE 6 aI a DETAIL -B 35 45 60 PSF PSF PSF 35 PSF 45 60 PSF PSF ZQ E-4 rl W.. 2 _2 2* 2 2 2 25" 2 2 2* 2 2 2 2q Cb A Cj to2A ,. 2 2 2* 2 3 3 C~''q.' a' 3EZ37-1/4" 2 3 2: 2 3 3 3 4* 3 3 3 3 clol 49-5/8 2 Z 20 3 3 2 _2 2* 3 3 2 3- 3 3 3+ 3 3 3 4* 3 3 3 62" 2 2 2 2* 3 3 4 4 4 4 k—'- 3- i 8 3* 4• 3 4 4 4' 4 o i co y I j`i o o q.'4 E 316_3/4" 22 2* 3 4 2 2 2* 3 4 5 3 4* 3 4 5 o' 4 x 21% . I za• o.c 6' V E=TAIL-A r OF IFF Drr=-'c f aI a DETAIL -B I NDRANDEX PAGE 10 10 X 1-3/4" P.H.- S- bL S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 W U v U 750 Typ ME 2Y Ell 41/--XFLA-40 5416 1.500 . El 2.437 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI tG , -- . _ _ • _ ALT. FIN ATTACHMENT UNDER SHEATHING 1/4" MAX- SHIM (BOTH r..v Fux # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING_ TYP_ JAMB SECTION O._ WOOD FRAME WINDOW DIMENSIONS FASTENER SCHEDULE AIL— A NO. AN HORS NO. ANCHORS WIDTH HEIGHT HEAD/SILL a JAMB i°uz INCHES) INCHES) 6ENO45S5 PSF 35 PSF PSF PSF 18-1 B" 2• 2 2 2 SB 2 25" TPSFpSF 3 + 2 252-1 8" 3 ± 3 2 188_ L8" 2 2 3 3 25-t2" 37-1/4" 2 2 2 2 2 E 3 3 36" _ 2 3 3• Z 3 3 52-1/8, 3 3 + 3 3 . 188-18" 2 2 z+ 3 3 3 6--!2" 49-5/8 2 2 2. 3 3 3 36 _ 2 3• 3 3 3 52-1/8" 2 3 3 3' 3 3 3 2 2 2• 3 3 4 62" 2 2 2+ 3 3 4- 36, _ 2 3 3• y -- 52—i52-1/8- 8" 3 3 + u-- 22 4 4 5 2"76-3/4"-2 2 4 4 5 36" 3 1 j2* 4 5 52-1 8" 2 3 4 5 NOTES: 1 SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 OR Te. WITH TYPICAL twit THICKNESS OF 0.62" 10 X 1-3/4" I'll S.1d S. 3) 11SE HIGH :QUALITY:.CAULK BEHIND WINDOW FLANGE. W%1-1/2" MIN. EMBEDMENT 4 GLASS THICKNESS."BASED ON TABLE E1360 GLASS SEE. ELEVATION FOR CHARTS, AND MAY VARY DEPENDING ON SIZE. ANCHOR SPACING. 5) THE RESPONSIBILITY FOR: SELECTION OF NORANDEX ' HEADER AND SILL SECTION WOOD .FRAME • PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODE$; 'ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING' OWNER -:OR CONTRACTOp, CHARLES A PA Lp,E, -6) NOTE + INDICATES=:THAT 'EQUAL FASTENERS ATFLREG. ENG. $ 4912L HEAD AND SILL ARE REQUIRED. DATE; 3/27/02 F_-':_ i e' ues AIL— A DETAIL—C SASH7 a DETAIL—B_+ i°uz II Rtd d W OZ. Qb4w ti t 0. 1y17 . Z y ! to NORANDEX PAGE 21 N6" TAPCON WITH A. 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". ANCHOR SPACING 2) ALL ALUMINUM EXTRUSI WINDOW DIMENSIONS ONS ARE ALLAY 6063-T5 OR To WITH TYPICALTHICKNESS NO. AN/CHORS 3 USE HIGH QUALITY . WINDOjgOFl"GE4; GLASS THICKNESS BASED ON TABLEa ' • a . PA300 GLASSCHARTS,, AND MAY VARY DEPENDING SIZE. RESPONSIBILITXj'4 1 SEE NOTE e 35 45-60 ON5) TI& FOR SELECTION'0F .NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCALI PSF (PSF) LAWS, BUILDING CODES.:.ORDINANCES OR OTHER SAFETYREQUIREMENTS'REST SOLELY WITH THE 19-8" 2 ARCHITECTBUILDINGOWNERORCONTRACTOR 8) A PRESSURE TREATED WOODEPP.BUCK:OR MARBLE 2 2 26-1/2" SILL SHALL BE .ADDED `UNDER THE PRODUCT TOFULLYSUPPORT `UNIT THIS SUPPORT SHALL BESulFIRMLYATTACHEDINTUMASONARYANDSUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIEDBY VI OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH ALT. HEADER SECTION AT 28 DAYS. = 3,000 PSI 8) H TE ' INDICATES THAT EQUAL FASTENERS AT TYP. 2 BY BUCK AL MDMA B.U.A.F.- 3/16" TAPCON aAN U ACTU"R NAM W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING) o MAST . pffig 2 d I CALL SIZE WIDTHFt, 19-18" r WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN/CHORS NO. ANCHORS HEADSILL JAMB WIDTH HEIGHT INCHES) (INCHES) SEE NOTE e 35 45-60 35 45-60 PSF (PSF) PSF PSF 19-8" 2 2s 2 2 26-1/2" 26" 37" _ 2 2 63-1/8" 3 3. 2 2 19-18" 2 2•_ 2 326-42" 38_1/4", 2 2+ 2 g 37" _ 2 3i 2__— 3 b3-1-8" 3 4• 2 3 19-8" 2 2• 3 3 26-1 2" 50-5/8" 2 2' 3 3 53-1/B- 3 4' 3 3 2 20 3 4 26-1/2" 63" 37" z 3a 3-- 4 53-1/8" 4 19-1/8" 2 20 3 4 . 28-1 2" 76-3/4" 2 2' 3 4. 4 4* 3 4 V' 1/4" SHIM TYP. JAMB SECTION IFFMAX (BOTH rAl s) - I BY. / 2 BY BUCK n t> pD D SEE NOTE 6 HEADER AND SILL SECTION I'YP. 1 BY BUCK CHARLES A :P FL REG. ENG. ,49121 DATE: 12/ITfD1 10 F.IL S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. k O y n & fW ; 7 V q s 1} oto ul a M 4 UC HS24' O.G 2 BY BUCK ' a DETAIL-C wy a a NORANDEX PAGE 9 I 3/16` TAPCON WITH A f ® ANCMIN' SEEHOR SPACING. LAAT ON O EMBEDMENT I d d 4 4 10 F- IL S. M. S. WITH A MIN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5OR3) USETHIGH QQUALITY C ULK BEHINTYPICAL WALL D FLANGE. 4 GLASS THICKNESS BASED ON - TABLE E1300 GLASSCHARTS. AND MAY VARY DEPING ON SIZF_ 5) THE RESPONSIBILITY FOR SELECT ON OF N RANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETYREQUIREMENTSRESTSOLELYWITHTHEARCHPIECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLESILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLY .SUPPORT UNIT. THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITS rn BY OTHERS). FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH 3,000 PSI ALT. HEADER SECTION AT 26 DAYS. TYP. 2 BY BUCK 'XNTRAt, FL®RI]pA B. O.A.F. 1.500 MAIVUFACT B NAME: 3/16' TAPCON ""'ter=•-+:,s i..,,, W/1-1/4" MIN. EMBEDMENT BASTER FUX.# SEE ELEVATION FOR i FOR ANCHOR SPACING. CALL SIZE WIDTH ----- ! h— 1/4" SHIM - MAX. (BOTH SEE NOTE 6 1 BY BUCK © 2 BY BUCK °r TYR JAMB SECTION F 1 BY 2 .BY BUCK MBS) # 10 F.H. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FORW_a ANCHOR SPACING. CHARLES A. PAGiNi Y.E. FL REG. ENG yt' 40121 DATE: 3/21/02 Mn'4 84" aC DETAIL--C SASH? DETAIIrB M 1 A M IFDADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 l II.ANII-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDI``G BUILDING CODECtJ,MPLIANCE OFFICE M1:IRO-DADE FLAGl.lat 13U[1,1)ING 140 WEST FI.1CiLElZ S'C1Zli1 (', SIJI'I I6t13 MIAMI, FLOIZIDA 33130-156; 305).-%73-2901 FAX (3(.)5) 375-29(;S U) TILIC'I'OR MC:It,SttiC: ;til:C i'IU 305) 375.2527 1"AX (305) 375-2555 c:o",r.mkc"rOlt i \I oILC'F:Ir:1 r I}It 1SIU US} 37S•2 IGG FAX (305) 375.2905 PRODUCT Co. I'I2oI, mvisfo Your application for Notice of Acceptance (NDA) of: ( 3U3)3752902 FAX (.105)372-6.139 Elttcrgy G-8 S-W/E IrlsrNinb"Oleague Double w/sidelites Resicleutial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County govcrnin the use ofAlternate Materials and Types of Construction, and completely.described herein, has been recommended for acceptance by the Ivliami-DadeCountyBuildingCodeComplianceOfficeBCCO) under the conditions specitied herein. This NDA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing r . If this product or material fai.Is to perform in the approved manner, BCCO may revolve; modify, or suspend the use of such product omaterial immediately. BCCO reserves the right to revolve this approval' if it is determined .by. BCCO that this product or material fails to meet the requirements of the South FloridaBuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-031.1.2.4 .r EXPIRES: 04102/2006 Raul Kodn,uez Chief Product Control Division THIS IS THE COVERSWEET, SFE ADDITIONAL PAGES FOR SPECIFIC,.AND GENERAL CONDI' IONS BUILDING CODE & PRODUCT REViE.W COMIN11TTEE This application for Product Approval has been reviewed by the BCCO and approved by the BuildingCodeandProductReviewCommitteetobeusedinMiami -Dade County, Florida under the conditions setforthabove. APPROVED: 0610a/2001 Francisco J. Quintana, R.A. Director h•liami-Dads: Counta- Building CodeCoviplialict; Of•ticu 1\sO4500011pc200011templates%notice acceptance cover page.dot Internet III -.lit address:post mastc~u .Jinni:. ge: lit t1:1/1% -N s.buildirrh co llt:unlhnc.com Premdor Eintry Systems ACCEPTANCE No.: 01-03I4.?4 APPROVED JUN 0.5 2001 EXPIRES _ 'A )HI 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CO'iDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 3000. It approves a residential insulated door, as described in Section 2 of this Notice of "Acceptance, designed to comply with tlic South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC CbctPtcr ? 3, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-1•V/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-1, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites in Wood, Frames with Bumper Threshold (Inswing)," prepared by manufacturer, • dated 7/29%97 with revision C dated 01/1 1 00, bearing the Miami -Dade County Product. Control approval stamp with clic 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 applicatior{s of pair of doors and.singlc door only, tis shoe.in approvcd dra-,vings. Single door units shall indlu.de all components described in the: active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is Jess than 45 degrees. Unless unit is installed in non -habitable areas whcrc clic unit and the arca arc dcsi-ned to accept Nvatcr infiltration. 4. INSTALLATION 4.1 The residential insulated siccl 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 Nvill not require a hurricane protection systcni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. ti. LABELING 3.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: °Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the follo%ving: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idcntifed 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 ficial or. the South Florid:1 Building Code SFBC) in order to properly cvaluatc the installation o ii s stem. Manuel erez, P.E. Product Con xamincr Product ntrol Di.vision 2 Premdor'Entry Systems ACCEPTANCE NO.:OL-03I4.24 APPROVED JUN Q 2001 EXPIRES 02 200E NOTICE OF ACCEPTANCE: STANDARD CONDITIOtNS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the originalsubmitted documentation, including test supporting data., cngincering documents, are no older than eight (S) years. Any and all approved products shall be permanently labeled with the manuf'acturer'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. . RenewaIs of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affccting`thc evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The, engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is no longer practicing the engineering profession. 4. Any revision or changc`i`n tfic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, UnleSs prior written approval has been requested (through the filing of a revision application with appropriate fee office. and granted by this 5. Any of the following shall also be grounds for rcmovaI or this Acceptance: a. Unsatisfactory perfomiance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advcrtising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Mianii-Dade Co_un y, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvcrtisinfitciature. It any portion of the Notice of Acccptancc is displayed, then it shall be done in its entirely. 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 ava,i.lable for inspection at the job site at all time. The engineer needs not•rescal the copies. 5.• Failure to comply with any section of this Acccptancc shall be cause for termination and removal of. Acceptance, 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. EIND O1: TIIIS ACCEPT NCE Manuel ercz, P.E., Product Contro - an i Produc Control Division 3 We. x V. LONG STAPI" +. ICC N1tC 0 , MAX 17 1/1' MAX O.C. SPACING A 17 1/ ' MAX D.C.. SPACING 17 1/ ' MAX OZ— SPACING 17 1/ • MAX D.C. SPACING t10 r 1 1/7' MIN N.M rMACdI[NI PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES BUMPER THRESHOLD (INSWING) UO 1/8' MAX WITH A 1121 PCa IKtoxixS LL ISil i/.w1 Alt[RNafC. ]/16' PIN tAP[DK r/i i/P MINWxI EnfCONCwI HAX, MAX xAt 4' HAX IS• D. MAX MAX 74• MAX 3' MAX IS, •O.G v cc. IS• D.C. is- DC. MAX MAX MAX MAX. J7 1/4• MAX NAN MAX Ig• 0.C. IS' D.G MAX MAX 110 r rims. L4e W AGI 146 wll AND THRESHOLD WITH 610 x 1 3/4' j 18' G.G n+mw NOTESI N IItCx 43 1 46• PROPERLY, TO'.TRANSFER.LDADS TO THE STRUCTURE FLATHEnD SCREWS 7DP OF ODOR 111 X' h,v.ivl iB( O.C. rG rl F LOCK Iil IN Arl 1+IIt A, WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' 22' X 6t• OPENING. ASTRAGAL 5 1/z. rlaz DLO _ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPRo EOAS CCY nle r:7 h. inc STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE TGN U A NT S7 SOUTH FL A : NG CODE p;,7 JU DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE WHERE WATER INFILTRARDN WHERE WATER INFILTRATION vKe OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL EAU[REMENT IS NEEDED = REDUIRVar IS NOT NEEDED ONE BY WOOD BUCK. I Hositivpp )I 1 +55.0 ANNNOOLLW 3. ALL ANCHORING SCREWS TO BE KID WITHX BUILDM..000EC^;.IPuAt1cEOFF,,,. MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE accEPTM ENO.9l'V 31 t• ay OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED' BY A CANOPY DR j8• 4G• TO SILL 1S LESS THAN 45 DEGREES. UNLESS UNII IS INSTALLED INAPPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND IHE AREA ARE DESIGNED TO5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATION. AND DOOR, LTHREE STAPLES PER JAMB INTO THRESHOLD ON Visits LOLstrl WALL 0.1ee .UMS 5. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE N WlR-LtC<tC1I - IOGCL IN JAMBS AND SIDELITES. C110filln. LKESS X30. SIL 0NL Itt'i A ADO DINER EM cioNrltraatUDi1 112MAl 1 RS 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE F )e vis s1 la[ 1 It nA: a BO I /16' MAX NfEWrA1LALt6 M IAI'[p1j''N 1--1 C_ A v2' wIR11M. Cx1CDn01t '• t9' 0.C. l9' IS, 0 C 19' D G 1S' 0 C I S' 0 C„ Ig' 0 G 19• O.C. MAX HAX HAX MAX HAX MAX HAX MAX MAX NAX MAX. +. . MAX l7$• + L LONG STApLCS NEC IATC S r. ATTACH ASTRAGAL THR13W BOLT 18 x N LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 610 x 1 3/4' HOLES FLATHEAD SCREWS' NOTESI 1:) W000 MUCKS BY OTHERS. MUST BE ANCHORED - 68 x t 3/4•• LONG PROPERLY, TO'.TRANSFER.LDADS TO THE STRUCTURE FLATHEnD SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. LJi INSWING. R.H. INSWING A, WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPRo EOAS CCY nle r:7 h. inc STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE TGN U A NT S7 SOUTH FL A : NG CODE p;,7 JU DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE WHERE WATER INFILTRARDN WHERE WATER INFILTRATION OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL EAU[REMENT IS NEEDED = REDUIRVar IS NOT NEEDED ONE BY WOOD BUCK. I Hositivpp )I 1 +55.0 PROOU CONTROLOPASION 3. ALL ANCHORING SCREWS TO BE KID WITHX BUILDM..000EC^;.IPuAt1cEOFF,,,. MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE accEPTM ENO.9l'V 31 t• ay OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED' BY A CANOPY DRINTOMASONRY. OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL 1S LESS THAN 45 DEGREES. UNLESS UNII IS INSTALLED INAPPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND IHE AREA ARE DESIGNED TO5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATION. AND DOOR, LTHREE STAPLES PER JAMB INTO THRESHOLD ON SIDELITES AND DOOR. 5. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE a vAcE CMXrT xaolr¢Aroxs n17m o LOUD- KESS WIELrpx IEC R4 .. t IDNTI 'fie• ¢S JAMBS AND SIDELITES. C110filln. LKESS X30. SIL 0NL Itt'i A ADO DINER EM cioNrltraatUDi1 112MAl 1 RS 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE F )e vis s1 la[ 1 It ORNERS ARE COPED AND BUTT JOINED. " Rlkl : I.,ce ar - r t, - toe lour — —.1ml Y.is. 3. DOORS SHALL BE PRE -PAINTED WITH A WATER-BASED EPDXY RUST PI MD WRY YS MSU INHiBITIVEPRIMERPAINTWITHADRYFILMTHICKNESSOF0.8 TO 1.2 MIL. 3I -10A9 -EW . 3. FRAMES SHALL BE PRE-PAINrED WITH AN ACRYLIC LATEX WATER-BASED/ sD4 Fri P11LlFLCii6T6 SHEET 1 OF 5WATER -REDUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF U TO 1.2 MIL. TY;S7 [tis r F- I 1/,• SMIm MAX 4 9/16' I 1/Z' GLASS BITE GLAZING DETAIL SHER"" 11111 DSDA EXTERIOR GRADE LAIEX CAULK EXIERIUR t INTERIOR 9 1/9' TEMPERED GLASS INTERIOR INSWING °-' OTHER CONFIGURATIONS MAX 111 1/,• HIM III I/q' — _ 17• MAX -----all MAX _ I 111E 1: L1iSX. 74 7/4• . 74 7/4• I— MAX MAX 7 1 I 112• I . MAX _1 37 1/2• UAO APPROVED AS COLIPLYING %VTH THE SOUTH FLQf jlQ FDeRrA V- 1U11, p! DUILDINO CODE ON DUfLDING CODE C(WPLWICS OFFICE ACCEPTAf.TENo 0r-03l<I.2y lul. -- 1-1029-EW-1 SHEET 2 OF 6 A't6 -i- C 2 DY WOOD BUCK 6 5 6 7 s i . 80 11/16` MAX z INTERIOR . i 79 5/16 EXTERIOR MAX 6 SECTION B -B i L 1 '1/4' - kA A I L I)I AI ITCM NO. DESCRIPTION WOOD HEAD JAMB PART NUMBER COMMENTS EW 20 14 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 3' COMPRESSION WEATHERSTRIP ALUMINUM EV -25 LOCKSCREEN BRAND XS A 650 (BRONZE) ASTRAGAL W- PREMDOR BRAND OR EQUIVALENT- 5/B' ALUMINUM ASTRA[ 4 IHINUM-DUMPER THRESHOLD EW -15 PREMDOR BRAND OR EDUIVALENT - I 1/4'.x 4 9/16- 5 TOP CHANNEL EV708 1PREMBOR BRAND - 1 11/16' - 20 GA STEEL 7 STEELKIN 26 9 (011 10 -LBB) a 1Atl O A, 11, qll IlIODTIS f ImIll [If ml B &r P THA AM R BASF FOAM - DENSITY 2.0 TO 2.5 lbs./Ft' BOTTOM CHANNEL EW -07 PREMDOR BRAND - 1 11/16' - 2D GA STEEL m WOOD LOCK. BLOCK EW -09 4' X 9 1/2' MTL. TO BE PINE OR EOUIVALCNI fil STRIKE STILE EW -06 15/16'.X.1 11/16' MTL. TO BE PINE OR EQUIVALENT 12 HINGE STILE LOCK PREP FILLER PLATE EW -05 15/16' X 1 11/16' MTL. TO BE PINE OR EQUIVALENT 4'x4' HINGE EV -10 PREMDOR- BRAND - .050' THICK- HTL TO BE POLYETHYLE 414 EW -16 HAGER BRAND. HINGE OR EQUIVALENT - .097 THICK (STET 15 VOOD HINGE JAMB IIB x 3/4` F.H.W,$' l 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT l6 110 X 2' F]iW.S. 4) SCREWS PER HINGE INTO DOOR Max ie- Ut- MEERREEAFTEE>< RE JAH IMT S LT__MNII. V ID) SCREVS TMOUGH STRIKE JAMB PAD SIDELITE .WTI. 4- DOVN FROMX8' OL THEREAFTER 6) SCREVS THROUGH EACH SIDELITE JAHI INTO 9IDELITE.. 4' wv" rRONTOP, MAX 15' OG THEREAFTER. it 98 TRVI16' PTH iAoQRSVAUHIHW 11 /2•. R REFER 16 BKAt 10 ELEVATION VIEW, FOR A OF SCREVS USED AND LOCATIONSIlQX3Z4' F H.V.$. 19 IB x 2' F.TtV.S. 2) SCREWS PER HINGE INTO JAMB LOCKSET 2) SCREWS AT EACH STRIKE PLATE I TI1D X 3/4' F1tW,S. KVIKSET BRAND 200 LOCK OR HARLDC BRAND 100 LOCK WOOD SIDELTTE JAMB 2) SCREVS PER HINGE INTO JAMB 22' X 64' SINGLE PANEL GLASS EV -19 EW-20THP J/4' X 4 9/16' MTL TO BE PINE OR EQUIVALENT RED'GLASS N PCILYPROPYLEN FRA - DC -1643 - COOL SIDELITE TRIM (WOOD) EV -21 A T T R a 5/16 x 112' NTL. TO BE PINE -OR EOUIVALEN WOOD CASING VOOD EW -22 vR 1' HTL. TO BE PINE OR EQUIVALENT - ITEMS HIILAINGS UFOR 'SIVE DY 510E JAMBS' AS MXLIOMS SIDELITE HEAD JAMB WOOD EV -23 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT SIDELITE BASE POLYPROPYLENE LITE FRAME EV -24 1 1/4' X 4 9/16' kl_. TO BE PINE OR EQUIVALENT OC -1647. ODE -2 HP Polypropylene by ODL 06 X 1 1/2' PAN .HEAD SCREWS 18 PER FRAME'CREVSPACINGDrY IN SIDELITE STILES EV -26. i0 IICEED 14• UL T AFT R. 15/16' X 1 11/16' HTL TO BE PINE OR EQUIVALENTPINNAIL1. 1-1 DOW SILICONE #995 LIDITSI IIIICSS mlCD, FRAC : - BE MR9191S1 U11CSS mu, SIB 0001.10. I N APPROVEDAAS ACO1P LLYVN;WTH THE SOUTHR JU(4 U I" , E 9 DY DA E - - pY. PREMDOR ENTRY'S PRO ATROL DIVISION 911 L .17TER llu , BUILOTNG CODE COMPUANCE OFFICE PUTS66762 ACCEPTANCE NO.0 1-Q'3 1 Y. ZI/ 1 -1029 -EW -I SHEET 3 OF 6" RCVISIN LIMIZ B— 1/4' SHIM MAX I INTERIOR 79 3/16' MAX 80 11/16' I MAX s 2 BY WOOD BUCK SECTION C-c- 2 BY WOOD BUCK EXTERIOR PLEASE SEE "GLAZING DETAIL' DRAWING #-31-1029-EW-I SHEET 2 OF 6 D . r 1 1/4' DOW SILICONE #995 1-1029—EW—I SHEET.4 OF 6 R(V1510B [[ITER p i umn.Lm EX[Rp51[M APPROVED AS CO%SPIYIHG WITH THE DINGCO S'; M1TH') V§lO0UN PREM PROD' T aROL OMSION BUILDING CODE C015P1 UNCG nc P!L- 1-1029—EW—I SHEET.4 OF 6 R(V1510B [[ITER p i i OTHER DOOR .'CONFIGURATIONS III It, 1.1 IT w --- yyy W _... W• In n- • r ee n ac w e r e a • ec r 1 I 1 1 It VC wu 1 1 t CL Y+CbG CG YKMG Ir VY w - KUfi tt YKYi J* U b 11.14• b yr w P >q• w - - m v.cac - - . v.raw ec'Ta.u`i f 1 V V T W X x n uar fl.,l.:' ,) Win Y,>• w > 7 :,• [ 1 I I c ac Ww0 w w wuc Ir L ..t'•Ot --0[ ocli:.[Iw n . Y urw I„u• _ ac v.clw nc ircic uP'^. o P•s I I i , te>circi•c nlV v a 1 a 1 1 i I 1 c ° wscllYwc ' Irw . APPnOtcD AS COMPLYUIG WTN THE SOUM FL PRL\ BUILDING CODE aar N 0 BY PROD T . WROL DngstO4 BUILDING CODE CoktpUA1;G, 01'p ACCEFrANCE NO. 0101- O,=,y LIBICS l dCSS NOICB, C4AC. OCL N> Cx1RU511A619dCSS M1fCD, 514•Cfl'ti.10.T RT t- - MUMM ENTRY SYSTEMS911L .[CCCRSII4 FI11561Rf, 11 66762 K1 31 -1029 -EW -I SHEET 5 OF 6 IQYJIM LLIIR OTHER DOOR PANEL ST 36" YLES I¢ M A X 79 16" 0 q pQ onopD0 ® 11 MAX 0 0no pp a0 111111 pati BLANK TOP 6 -PANEL 4-PANEL9-PANEL4 -PANEL 10 -PANEL ID -PANEL OTHER SIDEL ITE, STYLES 36" MAX s 1113 00 o QQ 0D Qd da BOB as o all . f] FLUSH B -PANEL CROSSBUCK 12 -PANEL 4 -PANEL 5 -PANEL 5 -PANEL 5 -PANEL 5 -PANELEYEBROVV/SCROLL EYEBROW fYEBROV V/SCROLL SL -10 SL -20 SL -30 SL -60 SL -50 ' SL -50D SL -69a SL -690 SL -69C SL -25 SL -55 SL -30D i SL -40 a op.®® 0099o9 p po ®aPHPD -2 PD -3 PD -4 PD -5 PD -6 PD -7 PD -8 PD -9 P pp PD -18 PD -19 -PD-20 PD -21 PD -22 PD -23 PD -24 1013 Q 00[l DQE X00 Q PD -35 PD -36 PD -37 PD -38 PD -39 PD -40 PD -41 0-10 PD -11 PD42 PD -Z5 PD -26 PO -27 PD -28 PD -29 SL -90A SL -90B SL -98C flQ as ao PD -13 PD -14 PD -15 PO -30 PD -31 PO -32 SL -30D SL -30C SL -70 SL -80 1DA . PD -16 PD -17 o i a oLh 0 0U e u L ao < PD -33 PD -34 < m 31 -1029 -EW -I SHEET 6 OF 6 k(YISOH UMI PRODUCT CONTROL NOTICE OF ACCEPTANCE' Prelildor Entry Systems 911. E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 nIIAr1II-DADE`COUNTY, FLORIDA 1vf ETRO-DADS FL AGLER $ U1 LD.I N G BUILDING CODE,CONIPLIAhCE OFFICE Mi71720-DADr, FI.AGI1-.R I3UII.i)INC 141) tVJiS'CtlllCil.I:R S'I'RI:I:1', SUf1'1: 1GU; MIAMI, F LOJUDA 331.0-I -63 305) 375-2r9a 1 FAX (303)375-2()()1S C ONr1L\CTOR I,IC;I :\tiItiC SF.CrIO\ 1i15}375.5 71 f1.\(1Ui)17$-?ctti C O rlblCFUlt f:1FUItC:I:mENT 1)I1*tsJt)\ I'1{C)I31:CI' C:q I'ItC)i, I)f'ls16)\ Your application for Notice of Acceptance (NOA) of: ( aus)a7s•wn 1,, (Ius)'3a-ca.t Entergy G -S S-W/E Outswing 0-paque S(Ilgte -tv/sidetitcs Resiciclltial Instal;Itcd 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 reeonullulided for acceptance b)• the Nfiami-DadeCountyBuildingCodeComplianceOffice (BCCO) tinder the conditions specified herein. This NOA shall not be valid after the ex-iration-date stated below. BCCO reserves the right to secure thisproductormaterialatanytimefromajobsiteormanufacturer's plant ibr quality control testing. If thisproductormaterialfailsto 'perform in the approved manner, BCCA may revoke, modify, or suspend the use of such product or material immediately. BCCO resmcs 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 FloridaBuildingCode. The expense of such testing will, be incurred by the manufacturer. ACCEI?TANCE NO.: 01-0314.2i ,r EXPIRES: 04/02/2006 haul Icoaripcz Chit:f Product Control Division THIS -IS Ti SEE AI)DITIOINAI, PAGES FOR SPECIFIC AND GF?NERA1, CONDITIONS BUILDING CODE & PRODUCT RE%'IENV CONINI'ITTEE This application for Product Approval has been reviewed by the BCCO and approved by the BuildingCodeandProductReviewCommittee10beusedinMiami -Dade County, Florida under the conditions setForthabove, Francisco J. Qaint, 1, R.A. Dircctor APPROVED: 06I0S/2o01 Miami -Dade: County Buiidhm Codc CompIiancu Of'I,cc 0450001\pc20001\templatm\notice zcceptance cover page.dot Internet mail address: hostmaster'Du buildin„codconlinc.coni - IInnlcna!c: Iltln://t\.builrfin,rnrlr•nnlinc cnm Prertidor Entre Systems ACCEPTANCE No.: 01-0314.21 APPROVED AM 0 5 rEXPIRES Aoril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1:1 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-ccptancc, designed to comply with the South Florida Building Coder (SF' BC), 1994 Edition for Miami -Dade 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 Outsiving Opaque Sinbld Residential Insulated Steel Door withSidelites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing No 31 -1020 -EW -0, Sheets 1 through 6 of 6, tithed "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames xvitlhBumperThreshold (Outswing)," prepared by manufacturer, dated" 7/29/97 «with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acccptancc, number. and approval date by the Miami -Dade County Product Control Division. Thcscdocumentsshallhereinafterbercfcrredtoasticapproveddrawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsingle door only, as shown in approveddrawings. 4. INSTALLATION 4.1 The .residential •insulated steel door and its componcnts shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection systcm (shutters): ' 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection systcm. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami-Dadc County Product Control Approved 6. BUILDING PERMIT REQUIRErMENTS 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 npprovcd drawings, as idcntifled in Scction 2 of this Noticc of Acccptancc, clearly marked. to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code SFBC) in order to properly evaluate the installati n of this systcm. Manuel Perez, P.E. Product Con -rol xamincr Product onlrol Division Preri dor. Entry Systems ACCEPTANCE No.: O 1-0314:21 APPROVED JOIN 5 r, F; EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CO3%%1DITIO%1S I . Renewal of this.Aceeptanee (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently Iabeled with, the manufacturer's name, city, state, and the following statement: "Miami-Dadc County Product Control Approved",'or as specificaIIy stated in the specific conditions of this Acccptancc. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements ofthis 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 the materials, use, and/or manufacture of the product or process shall automatically be cause for tcrn ination of this Acccptancc, unless prior written approval has been requested (through the filing ofa revision application with appropriate fee) and granted by thisofficc. 6. Any of the following shall also be grounds for removal of this Acceptancc: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acccptancc as an endorsement of any product, for sales, adveriisirig or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvcrtisinaliterature. If any .p6 tion of theNoticeofAcceptaneeisdisplayed, then it shall be donc in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available forinspectionatthejobsiteatalltime. The enginccr needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teriiiinalion and removal ofAcceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc "ntrol Division 3' 7. C° a I INT 9. VA 4' MAX r 15' MAX 15, MAX Of, 15- MAX 15' MAX O.C. 15' MAX h'KLMDUK .. (LN I E_KUY BKAND) VUDD EDGE SINGLE DOOR WITH- SIDELITES IN ' WOOD FRAME WITH .BUMPER ,THRESHOLD OUT.SWING) "IID X 1 1 EADMiNSILL. (6 PER180C14) PCB H LTERNATE. 3/16' PFH TAPCONS00' MAX. K/I 1/2' MINIMUM EMBEDMENT 4' MAX MAX 4' MAX-—: 4' MAX' 3' MAX I , 3' MAX 3' MAX— Ijj-- j 3 MAX 17/16' ( 14 • M ITL MqLj17MnX is' I a' ,KVIXSET DEAD BOL T- MppCl 661 SCRI[S OR HARo'_ DCADNOL MODEL BED' 22. 164• r' MAX DLO KVIKSCT LOCKSCT-/ MODEL DLiDD SERIES OR HARLOC LOCKS0 OI IfNG[S tiroDu loo 4' MAX 1(SEE NOTET5)LES l9' MAXIS' MAX 43 1/16, TOP OF DOOR TO 4 OF LOCK A MAX., 1 6'. AX t5'IS' 14"T4 1S, MAX MAX .MAX MAX MAX E . r Is - 4' MAX MAX NOTES 3' MAX 3' MAX 3' MAX - MAX 3' MAX WOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' MAX:— MAX 4' MAX MAX. ROPERLY TO TRANSFER LOADS TD THE STRUCTURE, UB x 1 3/4' F.H.W.STHEPRECEDING12RAVINGSAREINTENDEDTO 3) PER SIDE FROMUALIFYTHEFOLLOWINGINSTALLATIONS VOOD FRAME CONSTRUCTION WHERE DOOR JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD V j PENINO. MASONRY OR CONCRETE CONSTRUCTION WHERE R.H. OUTSVING L.M. 06TSVING 3OR SYSTEM IS ANCHORED T° A MINIMUM TWO BY - TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE TOR SYSTEM IS ANCHORED DIRECTLY iO CONCRETE VKRf VATER INFR.IRATION VFERE VAFER INTILIRAHONi' MASONRY V iH OR WITHOUT A NON-STRUCTURAL EOUIREMENI 1S NEEDED = REDUIRENEBT IS NOT NEEDEDIE .BY VOOD LICK. ALL ANCHORING SCREWS TO BE ID WITHi iv t NIMUH 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE WnTX - 3/16' PFH TAPCONS'ViTH 1 1/2' MINIMUM EMBEDI4ENi TO MASONRY , WIIS SMALL BC IRSIALLEB ONLY AT LOCATIONS PROTECTED BY A CAIRBY OR UNiT MUST BE INSTALLED WITH 'MIAMI -BADE COUNTY DVERHA65 SUCH THAI iTE AhT,LE BCIVECN IHC ED61 OT. CAMPT OR OVCRIwA: PROVED' SHUTTERS 10 SILL TS LESS IH4N 45 MCREES. IR+LESS UNN IS INSiALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-MARITABLE AREAS VHERE MIC UNIT AND ITC AREA ARE iESIGNED' 10 D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER UYILIRAIIOR LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE HSS AND SIDELITES. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SiDELiTE BASE I Imisuilsultit.x Dc TNERS ARE COPED AND BUTT JOINED na avus wm t11mI ID2 OURS SHALL BE PRE-PAINiED. WITH A VATER-BASED EPDXY RUST r fSITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 09 TO 12 MIL. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ ml TRY SYSTER -REDUCIBLE WHiTE PRIMER VITH A ORT FILM THICKNESS OF QD TO I? NIL. 11 D. MTit APPAOVED AS CO:d-LYII:G fl1 i i i In -c SOUTH FM,WfiLN BUILDIND COC,_= DATE 0 OY/Jfl . I lI PROC. T C TTROL CIL9SiJ:1 U SUiLODIG CODE CQ.MPUANCS CFF;C= ACCF0TAllCE HO. Of- 03 1020-EW SHEET ! n . o Svl{Di lii:i - GLAZING DETAIL SHERVIN VILLIARS 05UA EXTERIOR GRADE LATEX CAULK 2B i EXTER113R INTCRIER I/2" LASS BITE 9 1/0' TEMPERED GLASS 29 SE C T LN N A- A MAX O U T S W I N G OTHER CONFIGURATIONS 60 3f4' MAX 68 3/4* 77 I/2• - AX MAX RL m 11X- X APPRo',—o A3 COI.!PLITNG YATTi THE E. SIDE mmil m107f1EA1X1'R SCXRH 4 e ULESI qiC B A00E0 PAG[ C000B tPl OAi' t} °`"2 0 a IIIBER& IIL[SI BII SII tmE iRi Ag0 SMUS 10 WE (RHES t " U J L w m c'E SISI mrmnerata 6Y Y PRODU T STRVL PAS ioN BUILCIWG C.0oE Ci0.!PUA11C8 oFFn, %o - RY Y 1-•1020—EW-0ACCEPTANCEHo. 01 03 r v. Z nlrs a: SHEET. 2 Of 6 amulwm 3/4' 80 11/16' Max EXTERIOR 79 5/16" MAX 1 3/4' SECTION B -B 17 - _" rllxl NUMBLR. COMMENTSQ: HOOD HEAD JANE EV_Ie 1 1/4' X 4 9/16' MTL. t0 BE PINE OR EDt/1VALENtOCOMPRESSIONWEATHERSTRIPu_ q p K R N BRAND XS A 0(BRONZE)' 1 1/4 R WOOD STRIKE JAMB B- E L 965 W- 1 1/4' X 4 9/16• MIL TO BE PINE OR EDUIVAIENi4QALUMINUM -BUMPER EV-10 EW-13 PRENDOR BRAND OR EDUIVALENT - Q TOP CHANNEL 1 I/4' x 4 9/16' ` EW -95 PRE MOOR BRAND - 1 11/16' - 20 Ga STEELOSTYSKIN .1 tall 1.W4 -.Owl At r aI7IfLa >u nemtsc rte neat nH Hrm orHMFaHRBASFFOAM - DENSITY 2.0 TO 25 lbs -/f t' i— 8 BOTTOM CHANNEL EV -D4 PREMppR - NpOD LOCK BLOCK BRAND 1 11/16' - 20 GQ SIECL 1EW -DB 4 x HiL TO BE PINE OR EOUIVALENiIDSTRIKESTILEEV -07 15/16' X 1 II/16' MIL TO BE PINE OR EDUIVALENiI1HINGESTILE- EW -06 15/16' X 1 11/16' MTL Tp BE PINE DR ED, HvAIEN, 12 LOCK PREP FILLER -PLATE EW -09 PREMBOR BRAND - .050' TNICK- MTL TO BE134'x4' HINGE POLYETHYLENEEV -15 HAGER BRAND HINGE OR EOUiVALENT -"o97 THiCK (STEEL) I4 WOOD HINGE JAMB EV -11 i.l/4' X 4 9/16' MTL TO BE .PINE..UR EDUIVALENTIS010x 2—. F —ws (4) SCREWS PER HINGE INTO DOOR INTERIOR 16 Blo x 2• FHWS. 6) SCREWS TrpZ alpl EACH SIDELITE JANB 1NIB SiDEUIC, , ppvN FRpH17orxvYHIIRIlSD112NBtdENlitPMAXIS' QC i)EREAFICR 2j2s PTN 1aFCDu vrNRRlen 1 V2 CR NI REFER TD EICVATION VIEW, FOR B SCREWS USCp AND lOCntiDN$ @SiOELITE W000 STILE EV -D7 19 15/16• X 1 11/16' MTL TO BE PiNE OR:.EDUIVALENTRBx2FJiW ( 2) SCREWS AT EACH STRIKE PLATELOCKSET I 010 x 1 3/4' F:H.W.S. KWIKSET BRAND 200 L CK OR 14ARLOC BRAND. (00 LOCK5) SCREWS 1"ma( HINGE .RMB 1NTD S1DCLIIEMAXID• OJAMB- 9' L THEREAFTER DOWN FRIB1 TTP HAx B• RE. THEr EFTERIKE .TIMI WTD SIDELITE JAMB. 4' BOvN TRpr 7 4) SCREWS HHzWpI EACH HINGE. W113 ODOR .AWB WOOD SIDELITE JAMBEV-IB I 1/4••X 4 9/16' MTL. T9 BE PINE OR EDUTV22' X 64' SINGLE PANEL GLASS EN -19 (E_E E CLAS (N PpLYPROPYL FR ALENT . S[OELiTE TRIM cWdOB) A - -1643-.tUDL- EW-2O 5/16 x 1/2' MTL. T BE PINE OR EQUIVALENTVddDCASING EN -21 ve 1' "14- u P'i R EwtvAt[N - ) ARVOODSIDELITEHEADJAMBFiRtS10EeTSIDEJANBSAsNDLUDMS HpLDrws s EW -22 I i/4' X 4 9/16• MIL, TO BE PINE © OR EQUIVALENTWOODSIDELITEBASE -EV -23 1 1/4' X 4 9/16' HIL. TO BE PiNE OR EQUIVALENTPOLYPROPYLENELITEFRAMEC-1643, ODL-2 HP PolyproPYtene by UDL06X11/2" PAN HEAD SCREWS ID PER FRAME X AE r r N PIN NAiL 10 xCCED 14• PC THERE AFTER, N I4• UK— rDUt• 4' IN I Ram EHB, )Nx B• DC. rH;3wilk, USED Qi Mx11DIS MO IRMSILICNE #995 LIHIiS 1RA.CS$ HOf[BiRAC OCG t AHG D nnnc ,,, .... _.-•_- fXiRDSI1RIS um -t.).) O, S1Q ODfL.fOl17 APPRIPRUAS COMFEYI.G IIV YdT)) TIM , gou)HFIiidyi{@iltl,gRLQ. E 8Y, JUUTFII I 5 PREMDQR ENTRY S) Pnoo I+TRVEDrnsION 911 C JCTF[RSDO DVII MCODECCRIPWii`CEOFFICE PI11SBlACG, R$. 66)62 ACCEPTANCE NO; 31 -1020 -EW -p SHEET 3 OF 6 REVISBW LITER D 4- SHIM MAX 3/4- 79 3/16'. TERIO R I MAX 80 11/16. MAX 2 BY WOOD BUCK 4 9/1 SECTION C-C f;7 4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING H31 -1020 -EW -0 SHEET 2 OF 6 F-1 1/4' DOW SILICONE 4995 Fir-ATIONs /IU61 JO Ml r-,rYRENF7 SUM EIRTIriNs) Jig-ni;-g-q K L "ATERIAL Lim -17 IE It— f NOW 1-1020—EW-0 SHEET 4 OF 6. FRE—visili L—Em —D —1 LIKITS-, UNLI DRUM& COWN.MG %MTH 7HE ENGINFF SOUTH FTOWOATE PREM6Yx- 1111DET MOL DIVISION 911 L j[Fr E CounvwcE OFFICE PliTsm ACCUPTAIMER0.0/-031 V , Fir-ATIONs /IU61 JO Ml r-,rYRENF7 SUM EIRTIriNs) Jig-ni;-g-q K L "ATERIAL Lim -17 IE It— f NOW 1-1020—EW-0 SHEET 4 OF 6. FRE—visili L—Em —D —1 4' MAX, 0X CO • JYIMG VATH THE MA; bGVFM FL r MAX q E W- IT 100' MA'. PRI 4' MAX 4. 4' MA% PIT S; 4• MAX r MAX a. r MAX 14' MAX 13• MAX 1y 4' PAx--J Lac 13• MAXaG 13 • KUac is. MAX o.G - 13' MAXac 4 1r • Is I IL naXAr 6' Mn; 4' MAX3' r MAX 7• n4x 4MAX MA 4' AXX4• M UL-J"I\ ,uivi IUUF\H I IHN>- a Sia• MAX . 4• n4z f MAX rMAX4t MAX4 MAX 3 n4zNAXr-.21, Mwx xD M4X CO • JYIMG VATH THE MA; bGVFM FL r MAX q E W- IT MAX- "r PRI PRODL+ T `ITRROL oM510W bEALUNG COOS COMPLIANCE OFFI E PIT S; ACCEPN%--EHo.D r- O Y=—J x 1T 6' X 31 -1020 -EW- SHEET S OF 6 RCYISRYT (CTI(R Iu i HLK JAJU I ANYLES.-EL ST 36 I J—MAX 9 Fx C3 E3 DDD OIpo M BLANK TDP 4 -PANEL 9 Iou 4 -PANEL -PANEL D -PANEL 18-PANE L OTHER SIDELITE STYLES 30" F/J I r—MAX 79 " Q M X SL -10 SL -20 SL -30 SL -60 SL -50 SL -508 SL -69A SL -690 oa as a® G • Q® as aq Dq P11-1 PD -2 PD -3 PD -4 PD -5 PD -6 PO -7 PO -8 e 11 00 - A-fp®® R QO flQ FLUSH 8 -PANEL CROSSBUCK 12 -PANEL 4 -PANEL P 1111 EYEBROW W/SCROLL 5-P/u+EL 5 PANELEYEBROW 5 -PANEL W/SCROLL EYEBROW d 0 SL -69C SL -25 SL -55 SL -30D SL -40 SL-9OA aq pp pp qD PO -9 PD -10 PO -I1 PD -12 PO -13 I - 9 1 Loll s PD -1B PO -19 PD -20' PD -21 PO -22 PO -23 PD -24 PO -25 PD -26 PD -27 PO -28 PD -29 PD -30 Lz1 aDxs LeaLss lalra 0 o tt o ood aQo ooQ oA P _ YON0_75 PD 36 PO -37 PD -3B p0-39 PD -90 42 D R N PO -41 PD- PO -43 PO -43A 911E.UfERSOH PD 76243B SL -90B SL-90 SL -308 SL -30C SL -70 SL -OO QQ o PO -14 PD -15 PO -16 PO -17 o - u d TT 1V PD -31 PD -32 PO -33 PD -34 ars 31 -1020 -EW -0 SHEET 6 OF 6 REYISION([ff[R sync WINDL OAD SPE-CIFICA TION 0/08 Balt®n APPROVED SIZES: MODEL: WAYNEMARK 8000 8100 9'-0" MAX 'MOTH x' 14'-0" MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION wlorH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO f CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR i INADEQUACY OF THE GLASS IN o54" HORIZ TRACK THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR 2) i/4 -20x9/16"- INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT j 3. VINYL OR WOOD DOOR STOP r NAILED ON 6" CENTERS) MUST I s OVERLAP TOP AND BOTH ENDS OF e PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. s1 DRILL .281 OR 9/32"o 4. U -BAR TO .HAVE A MINIMUM HOLE IN TRACK FOR YIELD OF 80 KSI JB -us BRACKET If ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 r PSI: 1) J8 -US BRACKET LOCATED, AT EACH ROLLER LOCATION 6. OPTIONAL - .080" (MIN) EXCEPT TOP BRACKET ROLLER P/N 125139). ALUMINUM LOUVERS WITH HIGH E IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF a = THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS u. REQUIRED. f" 1 5/1.6x1-5/8" 8. THE DESIGN OF THE Lac SCREW AT EACH SUPPORTING STRUCTURAL JB -US ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ,FORLn THE BUILDING OR STRbCfT-URE AND 054" VERT TRACK N IN ACCORDANCE. 01TH rPURRENT L BUILDING COOES- FOY I_T -' gqE' LOADS LISTED ONWs .D AwFG Crf?-;,_.r I 1/4-20x9/16" TRACK r . BOLT & 1/4-20 HEX Ex a, NUT AT EACH JB US Approved:' _ BRACKET WS. Wilson. P.E FL 425146S14253395' A0 ON OR:,P65ACOt FLORIDA' CtRTIAltAf16NFN0. 0048489 ' r @ 7 i :iln;R ' I3 f4i: GEORGIa.r,EitTJFlCAJ ON NO Oj8514> >_ - NOR7} L GP TION ceaE 0;1'08 Rc v- P WM 9 ' x 14 ' MAX 4 PSF 1 OF 4 TRA CK, END HINGE TOP 8RA CKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1/4-20x5/8" TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE i 4) 1/4-20x5/8" SELF—THREADING SCREWS (P/N 100320) 2) i / 4-20x5/8" TEK SCREWS 90 61 END HINGES q. Qo 3`' 20 GA op• J —BAR WIDE BODY HINGE P/N SEE BILL OF MAT'L) NO HIDE RH END HINGE NYLO -ROLLER " P fN 270791) ® \ 80TT'W BRAC,K£T \ P/ H -2J540. -- ' LH -2103`55) 3 •'1r 4— \ i 2 X7/8• " ITEK CREWS t(P,/N 100507 c Approved: - W.S. Wilson, P.E. y 3395 ADDISON OR. PENSACOLA, FL 3,514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 16 GA END STILES A4u vrk %,cNTER STILES) OPTION CODE- 0108 1 REV.-- P I IWM 9' x 14' MAX 4 4 PSF 12 OF 4 i 16 GA END STILES A4u vrk %,cNTER STILES) OPTION CODE- 0108 1 REV.-- P I IWM 9' x 14' MAX 4 4 PSF 12 OF 4 F- 1 — TM. . s U -BAR L OCA TIONS 0 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 GA 80 KSI U—BARS MAXIMUM SECTION .WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U -BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN s 2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved - KS. Wid- n-oE.' :' OR rP3395AdOl.' FLORIDA;CERTIFICATION NO. 004848§ %: GOorrs'a CERnscATpo:-?iOl)(r8514 ORTH',4'ROUNA CERTIFICATION NO Date: r- a'!,' t• oP RON cooE'.:.' y 8 REV. P WM 9' x 14' IV, a61., i Q 7 1 OF 4 4 CENTER ST/L E INTERMEDIA TE HINCE L OCA TIONS 8'-9 w M. w t Approved: W:S. Wilson, P.E 3395 ADDISON OR.. PENSAGOLk FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION NO. 016519 NORTH CAROLINA CERIIFlCATION NO. 023836 Date: 3 —s-- 0 OP TION CODE.' 0108 REV.- P WM -9' x 14' MAX 44 PSF 4 OF 4 Wind Load Test Report Report ff 0108P February 1, 2001 TES -i REQUIREMENT: The door must remain intact and safely. operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM -E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per 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 t0 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 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: 0108P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u -bars 80 KS[ placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8. .054 vertical and horizontal track. 9. Four JB -US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and An wers;;GAIS(Q127). ire :: ,:;,; •.. •.•. AP PROVED. OPT30NSt Based on ofhec`tes ' eir g 'q vale t"Aluminum Louvers and Styrene Window Frame Assembly per test number 02050 L Name: - — - WAN'GE COUNTY"DING Dil- ION W r'.' c4S;Es.E:. G:=rr' :::c'..'•,.;°. /A e 3395.Ad`disuri Dr.; Pkrlsaco a;.F>r Florida Cert' o.S.48 ,; ,;:" ciati,:7 G G. . r. Georgia Cc. North Carolina cyrr•rrd. 02336` 5 cfl rn N 6 z CL Wayne altmn MODEL: S TYLE: ESIGN PRESSURE: ESIGN PRESSURE: WINOL DAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX W10TH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE .ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 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. 13 GA HORIZ ANGLE 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16•'x1-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN' TRACK FOR J8—US BRACKET ATTACHMENT 1/4"-20x9/16" TRACK BOLT & . 1/4"-20 HEX NUT AT EACH JB—US BRACKET 1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE 067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR``THE LOADS LISTED ON THIS,,.(RaWING:,,; ..\ 1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION Approved: EXCEPT TOP BRACKET ROLLER w.Wilsojl, j. .:'f'~ : L N'. •`. -'. (P/N 125139). lZ5 'A0491 FL F- IIA Cr1CF30blai•89' _ G=RG1A Zf"FlCAT10N 'f{0' 018514 MgTii OU Fji FIC*ATION NO. •0239_7 Date: r M PSF 1 O.F. 4ORRONCoa `:(U f ,; 'RE P1 WM 16" x 14' MAX, +27 -29 r- rW- C•. C_+ e=. C TRACK END HINGE; TOP SRA CKET RECUIRSIVEN TS 1/4"-20x9/16' TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1/4"-20x5/8'__' TEK SCREWS P/N 141668) ntin ARROW BODY HINGE 4"-2Ox5/8" 4) 19 SELF—THREADING SCREWS - 2" NYLON ROLLER 2) 1x5/" W/ 4 1/2" STEM TEK SCREWS ALL8ENDHINGES ( P/N) 108135 0 WIDE BODY 7/16- PUSH NUT AT EACH HINGE (P/N SEE OLLER, (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 CA Zy'OR HINGES U—BAR RH END HINGE 3) 1/4'-20x7/8" TEK SCREWS P/N 100507) I f a I- 7 1 zT2Approved: 2 20 CA CENTER W S. Mi son, P.E. STILES 1395 ADOZON OPL. PENSACOLA. FL 32514 FLDRICA CERTIFICATIONNO. 0048489 GEORGIA CEnF)CATION NO. 0185ig BOTTOM BRACKET 16 CA END STILES NORTH CAROUNA CERnFM'nON NO. 023a36 (P/N RH-270354 Date: & LH -270355) OPTION CODE.- 0 110 REV.' P1 wy 16 x 14' MAX -1-27 -29 PSF 2 OF 4 Qr U-SAR L OCA 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 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-BARSS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) '3" 20 GA 80 KSI: U -BARS LOCATED AS SHOWN 0 0 0 0 e I 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE It. Approved:.: wz W1sc L : °f::. icy 3yd. 001§ON DR: P£fl5AC0t,1" FG`32515 '' _ URIDA CE( Z5. to ~ slqr!,OEORGIA• U t. NOKhi'0!RQu CfJTTi noN<ry(r 023836 r p 1 "r Fit oA OP TION Cbb,,,,?.c, ;, REV.• P1 WADI 16 x 14 MA X, +27 -29 PSF 3 OF. 4 cR- 5 TILE IN Tf-RIVEDIA TE HINGE 0 CA TIONSCENTL 16* 10' AP roved: ORANGE COUNTY BUILD DIV. WS. Wilson, PZ 3395 ADDISON OR., Pe4SACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICCATION NO. 023836 Date: T-zg—o( OPTION CODE. 0 110 REV- P1 WIV 15' x 14' MAX, +27 -29 P5F 4 OF 4 Wind Load Test Report Report # 01lop 1 February 22, 2001 TEST REOUiREMENT: 7, The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM -E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; F1,. 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 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 .11 or 3%. 3) Upon inspection after.test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp -71'F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 160, 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. 3, .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 SDAMARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgved io 3. times the height tested per standard practice accepted in lvliami-Dade Co. Refer to Product Control Division, Questiop•Ed Answd sf,/GAl'8(Q127). APPROYE40P');IQ I f 1 C•' a/ - Based ono er tis b uiG I r `' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. r ) ' 7--r Fame: a ,^.' f i ' 1"• kA J' cG N E r.C. .. I attt W. S. Wilson 208'-PGS 3395 Add-ison.I3r„'en acola FL?5I4 Florida Cert Georgia Cert No, 0185 VJ- was; nc ait M OD:EL: S TYLE: DESIGN PRESSURE: WINDL OAO SPECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T -O" MAX WIDTH x 14'-Q" MAX HEIGHT RAISED- PANEL MAXIMUM SECTION WIDTH 21`' POS./NEG. 29.3 PSF S c c NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD . OF '80 KSI A653 G-40 5., TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A ,MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING . CODES FOR THE LOADS LISTED ON THIS DRAWING. D f7 T v d z a a Approved: W.S. Wilson, P.E 3395 ADOISON DR., PENSACOLA, FL 32514 FLORIDA. CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH C?ROUNA CERTIFICATION N0. 023836 Dater OPTION CODE.` 0108 REV.' P1 MASTER PLAT 13 GA HORIZ ANGLE -- 054" HORIZ TRACK 2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"O _ HOLE IN; TRACK FOR JB—US BRACKET ATTACHMENT 1) J8—US BRACKET LOCATED— AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER P/N 125139). 5/16x1-5/8" - LAG SCREW AT EACH J8—US BRACKET 054" VERT TRACK 1/4-20x9/16" TRACK BOLT &.i/4-20 HEX NUT AT EACH J8—US BRACKET WM 9' x 14' MAX 44 PSF I 1 OF 4 I I 1. wm-_ WM 9' x 14' MAX 44 PSF I 1 OF 4 1. wm-_ WM 9' x 14' MAX 44 PSF I 1 OF 4 TRA CK END HINGE, TOP BRA CKET REEOUIREMENTS 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) k(ELF—THREADING 14 GA WIDE BODY HINGE 4) 1/4-20x5/8" SCREWS (P/N 100320) 2) 1 /4-20x5/8" TEK' SCREWS q ALL END HINGES q . O o 3" 20 GA 0.0 • . '' .... U- -B AR WIDE BODY HINGE P/N SEE BILL OF MAT'L) NYLON ROLLER P/N 270791) BOTTOM BRACKET \ P/N RH-270354 LH -270355) •. 3) 1 /4-20x7/8" TEK SCREWS '• P/N 100507 •' Approved: W.S. wa, PZ ADOISON OR. PENSACOLA. FL 32514 FLORIN CFRTIFlCATION NO. 0048489 GEORGIA CERTiF1CAilON NO. 018519 NORTH CAROLINA CEIMFICA710N N0. 023836 20 GA CENTER Date: 7 -Z8 -tel 16 GA ENO STILES STILES) OF TION CODE RE Pi wu 9' x 14' MAX 44 PSF 2 OF 4 NOTE: MAXIMUM SECTION WIDTH IS 21" U -BAR L DCA TIONS 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 9"'-Q"^ IVU 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-BARSS 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: WS. Wilson, P E 3395 ADDISON DR.. PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: OP77ON CODE 0108 1 REV P1 WY 9' x 14' MAX 44 PSF 13 OF 4 Wind Load Test Report Report # 0108P I February 1, 2001 x=TEST REQUIREMENT• to door must remain intact and safely operable after enduring static design pressures: of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. . TEST PROCEDURE: Product is tested to ASTM -E330-96. Tests were performed at Wayne. -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks 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 I I%. 3) Upon inspection after test procedure, the intermediate section had creased' at the hinge location. The door was shown to be safely operable. . DRAWING NUMBER: 0108 P TEST DATE: Janua25 DESCRIZN-' 201. Temp 64° F. tQ:DU 1. WayneMark.Model 8000, 9x7, 4 section. SUS 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI.cp PLAM 3, Standard bottom astragal and retainer. MAS : 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 hei,,ht 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 euyvale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ime: W.S. Wilson, P.E. 47-2S-61 3395 Addison Dr—Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 T w r;M CT) CV Mayne Balton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OA SPECIFICA TION 01 10 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIOTH x 14'=0" MAX HEIGHT POS. 27 PSF SCC # QMAXIMUMSECTIONWIOTH21" NEG. 29 PSF n 1 v( k,4T2ERLEp L A N NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND 067" VERT TRA REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE 067" HORIZ T 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 SSB AT EACH ROLLER LOCATI GLASS WITH OPTIONAL INSERTS. TOP BRACKET ROLL 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST SCREW AT 5/ EA SCREWS/ 8" L OVERLAP TOP AND BOTH ENDS OF JB—US BRACK 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 YIELDOF 33 KSI A653 G-40 6. 26 GA `:DOOR FACER STEEL TO I/4-"-20x9/I6" HAVE A MINIMUM YIELD OF 57 KSI TRACK E30LT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JS.—US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. (1) JB—US BRACKE LOCATED AT THE MIDDLE 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC 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. 1) JS—US BRACKET LOCAT Approved: - AT EACH ROLLER LOCATI TOP BRACKET ROLL W.S. Wilson, P.E. EXCEPT P/N 125133795AODISONDR., PENSACOLA, FL 32514 FLORIDA CERTIFICATION W. 0048489 GEORGIA CERTFFlCATION N0. o18519 NORTH CAROLINA CERTIFICATION 80. 023838 Date: T.-28-01 OPTION CODE.• 0110 1 REV.• P1 I WM 15' x 14' MAX, +27 —29 . PSF I 1 OF 4 TRA CK, ENO HINGE TOP SRA CKET REOOREMEN TS SCC # o2-ct,(p MASTER PLAN 1 /4"-20x9/16" TRACK— BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — P/N 108077) 5) 1/4"-20x5/3' TEK SCREWS P/N 141668) NARROW BODY HINGE 4) 1/4"-20x5/8" SELF—THREADING SCREWS 2) 1/4"-20x5 8" 2". NYLON ROLLER TEK SCREWS ALL / (P/N1108135 STEM END HINGES _—J®6 1 f 04. 7/16" PUSH NUT AT EACH1 ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE WIDE BODY HINGE (P/N SEE BILL OF MAT" L) 3" 20 GA U—BAR RH END HINGE 3) 1/4"-20x7/8" Approved: J/ /' 4 1 /2" L 20 GA CENTER WS. Wilson, PE `STILES 3395 AOOISON OR.. PENSACOLA. FL 32514 GEORGIA CERTIFICATION NO. 0111519 BOTTOM BRACKET 16 GA END STILES . GEORGIA CERTIF1CA110N N0. 018519 \ NORTH CAROUNA CER11FICXRON NO. 023838 / (P/N RH-270354 Date: g-2 B— o & LH -270355) OPTION CODE 0110 REV P1 INM 16' x 14' MAX, +27 -29 PSF 2 OF 4 U -BAR L OCA TIONS NOTE: ' MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U-BARSS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U=BARS LOCATED AS SHOWN MAS TER 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 lei 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U -BARS LOCATED AS SHOWN m I 2) 1 /4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Wilson, P.E 3395 AOOWN OR., PEN=L& FL 32514 FLORIDA CERTIFICATION. NO. 004&489 GEORGM CERTIFICATION NO. 018519 NORTN CAROLINA CERMCATION NO. 023838 Date: OP77.ON CODE- 0110 I REV- P1 I WM 16' x 14 MAX, +27 -29 PSF I J OF 4 1 s° CENTER ST/LE IN TERMEDIA TE HINGE LOCA TIONS O 16' X41 WSTER PLAN V W V J Cil 15' 14' 12' Approved: WS. Wilson, Pi 3395 ADDISON OR., PENSACOLA. FL 72514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA COMFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: Q-zB-o( OPT/ON CODE 0710 1 REV- P1 I WM 16' x 14' MAX, -t-27 -29 PSF 1. 4 OF 4 s Wind Load Test Report Report # 01IOP 1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM -E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 7l° F. SGC # RODUCT DESCRIP'T'ION: MASTERASi"ER PLAN. 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. N1 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u -bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8. .067 vertical and horizontal track. 9. Seven JB -US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based on o er test b ' uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. iJame: W.S. Wilson, P.E. %'-2'B -4( 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018.519 i I stMarondaSy' ems Page Of 3 Maronda Systems 4005 Maronda Way Sanford FL 32774 -0064 -3913 Engineer of Record:. Tomas Ponce,' P.E. 1005 Vannessa Dr. Oviedo; FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS. bIV/SUB MODEL . 6CL05401 54-1. 105 WHEATFIELDCIRORO -CEL BBRC4 RIGHT AYURY CA J; AYB RY FLOOR 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. Trussloading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Kru:ss1D RunDate Drawing Truss IDReviewed Run Date Drawing Reviewed No. of Eng. Dwgs: 43 Truss Layout a? o Floor Layout 11-13-01 Roof`Loads- VT 4-11-01 F1 4-08-02 TC Live: 16.0 psf TC Dead: 7.0 psf " BC Live: 0.0 psf BC Dead: 10.0 HIP 10-20-00 F11 2-25-02 A 6-27=02 F2 1-3-02 Al 6-27-02 F21 2.4-02 A2 6-27-02 F23 9-25-03 psf Total 33.0 psf A3 6-27-02 F3 3-14-02 DarFac- Lbr: 1.25 Pit: - 1.25 O.C. Spacing: 24.0" A4 6-27-02 F31 1-3-02DurFac- A5 6-27-02 F33 2-25-02 ' A6 6-27-02. F4 1-3-02. Floor Loads - B 6-27-02 F5 1-3-02 6 -27-02 F6 3-14-02 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf 132 6-27-02 F7 3-14-02' B3 6-27-02 F8 3-14-02 B4 6-27-02 F9 3-14-0214 H 6-27-02 F91 3-13-02 Total 55.0 psf H1 6-27-02 DurFac= Lbr. 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" L 6-27-02 J 6-27-02 J 1 6-27-02 P`; a E Y11 E Cv k L'` J2 6-27-02 J3 6-27-02 J4 6-27-02 J6 6-27-02 • J7 6.27-02 J8 6-27.02 J9 6-27-02 INV # DESC QNTY MAR 19 2004 DATE: JA 6-27-02 - 18331 THD26. 1 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 3 18370 THJ26 5 FLOOR SEAT P L.AT E S 52 J / B4 B4 B3zo C¢iN I OLUMEILING, B2' / B1 THJ26 HANGER a: <THJ26 HANGER 51 0 JOB NUMBERBBRC4, CUSTOMER: JOB NAME: BAYBURY C & J4 DRAWN BY: NC) DATE: 6-2-03 PITCH: 5/12' 0. H. 12" 12-4 5-8 20-0 JT moi' P o Jg Jc 1 20-0 40-0 JOB NUMBER BBRF CUSTOMER: JOB NAME: BAYBURY A,B,C,G,H & J FLOOR DRAWN BY tl DATE: 11-13-01 BEARING: 8" & 3.5° 1 nanwr - rir—f HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° Itisthe resoonsibility0i'Meinstaller(builder buildinocontractor licensed contractor, erector or erection contractor) to oroperhl receive unload store handle install and brace metal plate connected wood trusses to protect life and oronerty. 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 TRUSS PLATE INSTITUTE 583 D'Onotrio Dr., Suite 200 Madison, Wisconsin,53719 808) 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 pari thereof must not be reproduced in any form without vvritten permission of the publisher. Printed in the United States of America. JORAGE sses shauid nptbe u9Fa ferrate mr un which -could cause h rt ss C.UTION Trusses stored hortzontaliy:,shoWd bR su gr'red ari biockingto prevent.excessive ateral ' ,' C liTION;. Trusses stored vertically; sho slcl be PRS.: z IIs, 16raced to preventtopphng or i pp ng: idARN1NG Do not f,reaK andi gauntti m tallatton r DP LAGER Do not storetbundi s uptight unless Ibegtns Care `should'be exercised in banding re,properfyhraced.Danot breal anclsunttlbusdles mo`vaito avoid sPaiftin,of=indi:id'uai tnusses` :;;; ,:; „ :,,;, ace°,p{aced.in'.a'stab{e'horiz:ori I, osiiion .. , -:. r t„ r51,DANGER Walk ng'on trusses which;are lytn;g flat 4 `" ` - AFZNING 5 Da not lift bundled trusses by the- SFS ysl y ; a, i t5 EXtrenlel dangerous and `ShOUIC be StrlCtl- bapds Do not use damaged trusses x4 t d y` - Frame 1 i'"tiN ill° YF i «'1' If '}tCv314iih' +kn,i :aef%71rr.Xil •Y lrt l( 6 t`it 1, t ya t•U4,;+R lIIT1fi d:a not:flafi stng e'iru,asespw,l lhs spares . tF-r_h£_Uj trut ntal tie member with HT) t=i rue o` bray cup of trusae. EB) r- - -- - RROU 1C : ( Q QC ( CE ) or less \ /r less\ lilli`ST/kL G5 D"- Top f(crd TiI vertua ITypical Fru V Ill Side Tag. 'Approximately Approximately , Tag i Line '/z truss length '/z truss length Line . i Truss spans less than 30'. Lifting devices should be connected.to the truss, top 'chord with a closed-loop Strongback/ 1 such" as Spreader Bar attachment utilizingmaterials SpreaderBar, 10, slings, chains, cables, nylon strapping, f Toe in etc, of sufficient strength to, carry the 7 I. - r' Toeln weight of the truss. Each truss should be the buildingsetin.proper-position per designer's framing plan and held with Aporoximately Approximately l Fhe:llfting device until.the ends of the r 2/31o3/,truss length e to 2h truss .length truss are securely fastened and tempo - I`4 III \ 1 I \\ JunG bfa CEII.. er fi. 1 (Ga V) is installed. v Greater than 60'. ir I I radii Ci fira C Tag: iLineTag I Spreader mar J Line strongback/ 5preaderBar 0 t 0 o In —' — Toe In At or above II r11mid -height l.' r — l \ Approximately/ Ground brace A,ppror.irnat Ip 1/ tto ,.truss length a to '(truss )enath" TagTag I.i Greater than 60' Less than or equal to oo' Line Line trut ntal tie member with HT) t=i rue o` bray cup of trusae. EB) r- - -- - RROU 1C : ( Q QC ( CE ) 1 G5 D"- Top f(crd TiI vertua ITypical Fru V Ill Side atlachme nt iII P 7 I. - r' I`4 III \ 1 I \\ JunG bfa CEII.. er fi. 1 (Ga V) v ir I I radii Ci fira C I IJp"'fin r 9111J Ground brace f- I i Ur r r Group oS trusaee II a. o Ground brace veriicsl (GBy) i.sr r/.,i r r rr ii l End bte B} r; I r, tt, a (: ` a r r.., il r trut ntal tie member with HT) t=i rue o` bray cup of trusae. EB) r- - -- - tfi,, L51tSl'S'a4w_A l r;,i. i 12 iii 1 MINIMUDIi 'LAI thAl.,nry .Y1Z, 4 or greater I1 # tTUSfi2Si SPAN, I Itt'IP PITCH SPACIhiG(L;3S' tHl;411 il tll t, , i 20 15 Uo to 32' 4112 8' Over 32' - 48' 4/12 6, 10 7 Over 48"-60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF`- Douglas Fir -Larch SP -Southern Pine HF -Nem-Fir . SPF - Spruce -Pine -Fir Continuous Top Chord / ;^ All,lateral braces Lateral Brace — lap, at least 2 Required k ,' i i I / trusses. 10" or Greater- liJ, ' '/ j Attachment / IRequired _ J5 ` IDNa 1 1tF a i 5_w EO, 1411 It"I tu'4 r`k' t \'4•s, ,% I / 7 r r t. t1 rtlLly 4 I lr It Y rt;l Y / / . •I f Ills3iiV1, il i t f } .* 2 I 1 er, {1751 ri" Il / ,—,I! Iki tl ,tl is t,`{ lr ! C \ tt it I IIYr t''.t I Il rr: jtirl atall1 '3Z'1 ilkrl.5 Il,v Top chordr, fila' are latarally braced sari bucktle to<tether grid cause collapse i9 there is no diago-. t It,trrf(I 1N , r t l tr i7 ,(• ,, - - d n r _ inalbracing. Diagonal bracing should be nailed ;-D R, - totheunderaide•of the lop chord whenpurins - t I t' t ! iJl/ 7 tl'l.r,t' r _ ` I-'', -°®'° p are aaiached to the.topside of the lop chorrlS.- - -77777 Continuous 1 op C'nord Lateral Brace Required y 10" cr Greater Attachment i Required AII.[ateral braces lapped at least 2 trusses. 12 f sJ F. F'A •. II 111r ' ( jl il5yhit yr i Spy 01 W,ttrt Top chorda that are laterally braced can buckle u),~'r-'}rk =rl, togetherand eauaecollapsei}thereisnodia9o- f.y:1-;Ph iJ9 ojQ nalbracing. Diagonalbracingshouldberailed to the underside of the top chord when purlins are attached to the topside of the top chord. - SCISSORS TRUSS at eaci S ac ir. 4 or greater I'll "SwIlkajimm, 1, VdHi5k D* V I C E LISPACE SPACIN JC GP/DF:.!;!f!SEf1HF!-:?, 20 15 10 7 6 4 rofessional engineer tii, - bouinern rine SPF- Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. WEE MEM BER Pi N::*,, A at eaEhand of the bulld&ng a,nd at 20' in`iery aiZ. up to sz 1 30'• 8' 16 10 over 32'- 48' 42" 6' 6 4 Over 48' • 60' 48" 5' 4 2 Ner 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir 5F L .The end diagonal brace for cantilp%rered trusses must be placed on vertical webs in line with the support. 2X4/2x6 P,4RALLEL` Continuous CHORD T'RIJSS Top Chord Lateral Brac Required hat are laterally braced can buckle rause collapse If there is no dingo- 10" Lbr. u.. nng-Diagonal bracing should benalied side of the top chord when purlins to the topside of the top chord. - Attach mer Required 20 ( r o7a Bs) ses ori End diagonals are"esse.dti'alk stability and must be duplca7 both ends of the truss system. P 30" or greater I wh2 PAR&LLE! y, H0RCi TRU S .S. TOP CH99C3 Continuous _ Top.ChordrTopcnorda.that are tatrrally"bracedcan buclde - Lateral Bracetogelherandcausecollapseiftherefanodiago- f t nal bracing. Diagonal bracing should be nailed Required -— I i to file underside or the top chord when purlins are attached to the iopside, of the top chord. - l U" Of Gr i 5 _ f',ttarhn- ent az T sse- C-92' S it s e; C 2,` 4 I t ti iG w '.5.. grf rsrfr r / t , Trusses mJsthave lum- r- q,C. frLjn rLH% rrY2 a'r E1 1f r r r r. r / rn' i(ri r r},}r I' ber oriented In the. hon. Vit, iki Lir . fltslafenal f \ \ rr r: zontal direction to use i i cry y tJs aePS4lapped s, _tr ` t a a °` ar n r aa r{4 yf v this brace spacing. j r -F atlleas4.jw +,ilc 4. , ? IArii , I 2 t U IP T r t i 1 r! - L u a5 'Yft r-1-fY , h t r r yt`a,Y 1 rte' t{trTr L -fir 41`'F ..r r-r.. - .s%dgn-4' t. v.i ii r._'+t'',•-r F fC } a,l E+'iu' t iil-z t' PrP' '. 1 -r•.,"S'7,Ihm, &l.da .1F(5 Nr w Es 1 rt I,-ir.#d, +.S•--s_-.y r+, 1 Vfi6yt .Jn r i. '', w. , ti ctY,F "4"a, t.,x'ith._''•"r s _ t n'? W / End diagonals stability and must both ends of the truss system.:-:„4,> , s_r•,tx r ,_ Frame 5 DF - Douglas Fir -Larch SP - Southern Pine FIF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace. also required on end verticals. j T opr 6 oi dr: ibrs5ar I t4errlryr R,ra:;crk r;rrebwAale i t;acketi, land care aewilnprse Where. iar- diagr,:- nai braying. Dior nal bi ar:ing should be cmileci io the underside )f the totr chord when purlins are atUclimf to the topoide of the top chard. PLUMB: n- I iTruss I i 12 13 or / greater s - All lateral braces lapped at feast 2 trusses. r' X e" ! ContinuouJt Top C[iord I rl''i l illy ghill ",i iol i'. i IITOP' CHOfiD I i DIPGONALti1IRACC 10" or Gi;,ater i J fUiIIVIMUNi;i LATRALBGiC E SPACING '(DBS) i SPAN PITCH ,' P SPpCING(LES} trusse ] ; !" I IJ .I. SP DF ,SPF HF LID to 24' 3/12 S' 17 12 Over 24'- 42' 3/12 7' 10 G Over 42'- 54' 3/12 6' F Over 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine FIF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace. also required on end verticals. j T opr 6 oi dr: ibrs5ar I t4errlryr R,ra:;crk r;rrebwAale i t;acketi, land care aewilnprse Where. iar- diagr,:- nai braying. Dior nal bi ar:ing should be cmileci io the underside )f the totr chord when purlins are atUclimf to the topoide of the top chard. PLUMB: n- I iTruss I i 12 13 or / greater s - All lateral braces lapped at feast 2 trusses. r' X e" ! ContinuouJt Top C[iord I Lateral Brace- 4' t' -i 1-1 /41_ 10" or Gi;,ater i J 72" f/21:1-/2- E, Attachment,. i Required -- 96- 6- 1ow, Lf/Al ii ret ;fai ov ltes ceoc rl i ueia eortt OLIN revL,11 in I a severe 7erSOri'i iBlfllPM' 06 ciarirlag. ice $rases or.buiiciirgg. Il,gtTA L T&ON '6'°OLER IqC sBCNU Length L(in) n ¢ I E es ner of y.7 i E J2FJG or, 2" Depth T ........:.: ... I D(in) Lesser of I =" U200 or Lesser of i D/50 or 2" Lfln X00 L y L(iti L/200, Lit) 1 } _ r H ' Maximum '/<" SC" 114 4.2' 200" 1 I1 Z.` Plumb1 UO" t /2" Fi.3' 250" S J4" '20.8' Misplacement Line 150" 3/4" 112.5' 300" 1-1 /2" 25.0' TT - 24" Gh,, —I_1' 1 4' t' -i 1-1 /41_ 72" f/21:1-/2- E, 84" 96- 6- 1ow, low, Q' Length L(in) n ¢ I E es ner of y.7 i E J2FJG or, 2" Depth T ........:.: ... I D(in) Lesser of I =" U200 or Lesser of i D/50 or 2" Lfln X00 L y L(iti L/200, Lit) 1 } _ r H ' Maximum '/<" SC" 114 4.2' 200" 1 I1 Z.` Plumb1 UO" t /2" Fi.3' 250" S J4" '20.8' Misplacement Line 150" 3/4" 112.5' 300" 1-1 /2" 25.0' Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Enerixneer State of Florida #005006 Subject: Valley Trusses Hey trusses labeied V T -g thru 100 are coi. ered under the general valley sheet providedintinetrusspackagesignedandseaiedbytheerngineerofrecorei. The eonn ctions are noted e the structural info sheet of the plans. til criteria of the valley trusses are noted on thegeuneralsheet. E If have any questions please feel free to call at 407-321-0064. i 5 erely Torn s Ponce, P.E. i Date: NO, 001 00ras q C wti` MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 DESIGN INFORMATION This design 1s foran Individual building component and has been based on inf—dan MONO VALLEY IF LESS THEN 3-0-0 THEN MOVE provided by the cllent. The designer disclaims DIAGONAL WEB TO NEXT PANEL. . any responsibility for dannages as a result of faultyorignrrectinformatiun, Speenkations/ I+) WHEN DIGAONAL WEB PRESENT USE 4X0 PLATE ant/ordeand the correctness or accuracyfmNshedto the brass designer by the client a. I - v — V— () i WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATEK. 7( of this Information as It may relate to a spe VALLEY TRUSSES YPJ. SUPPORTING TRUSSES cMc project and accepts no responsibility or exercises no control wiW regard to fabric- 2x4 ; 2z4 tion. handling, shipment and Installation of b\u§tl. This truss' been desig_ied as an OR 5x6 OR - VALLEY MEMBERS ATI - 4x6 3X6 - Individual building component in accordance with 1 4x6 3x6 4x6 t 40 24 ' O.C. (TYP) ANS11"M 1-1995 and NDS -9'7 to. be Incorporated• I - DIAGONAL WEBS OR OR as part of the building design by a Building REQUIRED WITH SPANS 2x4 2x4DesignerIregisteredarchitectorprofesalonalI - GREATER THEN 28-0.0 3x6 2x4 engincerl. When reviewed for appxovalbythe 2x4 3x6buildingdesigner, the design loadings shown VARIESbebecheckedtobesurethattthedatashown2x4UPTO7Iarearemagmementwiththelocalbuildingcodes. 2x4 12 local climatic recants for wind or snow loads, 0.0.4 project specifications orspecWapplied loads, COMMON VALLEY- - - - Unless shown, truss has not been designed for storage or occupancy loads- The design assume - compression chords atop or bottom) are cmaunu-. 3x8 2x4 2x4 2x4 2X4 4X10 2x4 3z8 2X4 2X4 3x6 - ously braced by sheathing unless otherwise 3X6 OR - 30 OR 20spectOed- Where bottom chords in tension are t 4x6 OR t 4x6 - not fully braced laterally by a properly applied rigid cellhng. they should be braced at SUPPORTING TRUSSESx4 MAX.6•D•0D.C.O.C.TYPTYP) - - - MAX. 6-0-0 0. C. (TYP) rawdmum spacing of I Or4r o"e Connector' plataashallbemanufactured from 20 gauge hot VALLEY TRUSSES (TYR) _ MAX TRUSS SPACING TYP.) dipped galvantud ated meeting ASTM A 653, t VALLEY AREA ' BELOW 40' O.C. , Gide 40, unless otherwise shown. SPANS UP TO 60-0-0 I FABRICATION NOTES IF 11 111 11• Prior to fabrkatlon, the fabnmtor shall review this drawing to verify that this; drawing h 1n If conformance with We fabricators plans and to reaKKreacontinuing respans(bmfyfor such vert- TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES Oration. Any discrepancies are to be put in BOT CHORDS: 2X4 SP.#2 BELOW VALLEY SET. VALLEY MEMBERS wilting before the in or tailedvrfabrication. Plata shall not Installed wen lgothbles, WEBS: .2X4 SP. #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. knots or distorted gram- Members shall be cut for tight filling wood to wood bearing. Con- on- t- the truss ithnes allbek,eat eddedaon rf shall, mete,awKlrnashfully lmb aaedanashaDbe I VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF sym. about the joint unless otherwise shown. A Sx4 plate is 5- aid. x4"lorrg- A6x8 plate is 6' I I - PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. wide x 8' long" Slots (holes) run parallel to the plate length specified Double Buis on web unless sshaumeetw . Connectorunlessotherwiseshown- Connector plate size esizes SUPPORTING TRUSS WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS - - , are minimum sI— based an the forces shown VALLEY TRUSSES (TYP.) TOP CHORDS USE -(2)16D NAILS PER INTERSECTION, OR TWO - Rod may need tobeincreased for 5 rtain hand- ung,and/orena:ne55e3- erection This truss 1. not COMMON OR GIRDER FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED,, to befabnmtMwith the retardanttr tea limber unless otherwise shown- For additional FIRST USE 2 tOd NAILS OR 1 16 d NAIL PER INTERSECTION , IoformatianonQ-111yControl efcrto OR TWO FEET ON CENTER. ANSI/1P11-1995 COMMON TRUSSES (TYP.) 20 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS PRECAUTIONARY NOTES AU h[acing and riedlon recommendations are WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED tobefollowedlnaccordaneewlth"uandIDrg VALLEY STRAPPING TO TRUSS BELOW USING 8'0.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% - Insla111ngdtBracing',13I13-91. TYussesareta behandled wnhparua>tarcare during banding MSTA12 4' O.C. - OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER and bundling, deuvuy —d k=tallationtoavoid damage. Temporary end permanent bracing VALLEY TRUSSES CAN BE CANTILEVERED UP TO THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB for holding trusses inastraight and plumb pas_ TWO FEET. EXCEEDING I4'.tt Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 Cont.. requhed" Normal p—t anary action for Support Studs 0 6-0-0 o x. PPo - temptrusseslation etwcenh trusses to avoidbracingpiigduring trusses to avoid topplingInstallationing- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W : V LE TThanddammomg" The supervision of enectlon of trusses shall be under the control of Persona jarondaSystems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' `' Truss ID: VT xpcd_ P-15- 1en« a m to be snug trusses. ded. CONTRACTOR, Ds TLY Chk: g Date: 4-:11-01 Concentration of construction loads Beater thanthedesigntoad.shall of be applied to trusses BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psf DurFac = Lbr: 1.25 at "y none No toads other than the we t of the r"rectors shall 6e applied toigh Y pp SANFORD, FL. 32771 Bracing shown on this drawing a not erection bracing, wind bnered porta) bracing or signer, bracingwhich1sapartofthebuildingdesignandwhichmustbeconsideredbthebuildingdellby TC Dead `1.O psf DUrFae -Pit: 1.25 trusses until after all L stening and bracing is campldcd. 407) 321-0064 Fax (407) 321-3913 g gn`r' Bn`mg. shown is for lateral support of truss members onbr to reduce bur kung length. Provisions must be BC Live 0.0 . psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bnctug at ends and specified locations determined by the building desiguv. Additi .. bracing of the oveuau structure may be required. (See HIB -91 of Tell. I 0ad2BCDepsi- Design Criteria: TPI LICENSE #0050068 rl)uss Plate institute, TPI, 1s located at 583 D'OnoLio Drive, Madison. Wisconsin 53719). COLI@ DP.SC: 1890GREENBROOKCr.OVIEDO.Fl-32766 TOTAL 25.0 - psf V:06.29-00- .8302- 37 DESIGN INFIORMATION This dt sign is lin- a, individ-1 bitiftfing Inn't'.1 and ],as 1- I -d - inlu'-d". prolid,-d by dt Ti. d_i.._ ji l.i_ V 'Pll-silliliq (br-thuraCtt. as . -11 of. fa-hy of im6ar-I iriforru.1ion, sp-ifi-lions nd/o,' th signs hn,nish.d to th. -- dti. by 91. cli-I nj it. -'-ss - -.1 this irifnisrotin" " it .-Y v cific P -J -t and uLxcljis no rc,sponsibifily tic n) mUl"A u-ith regard to tabri- in'. bantl1i.g. shil-rd and Instolurin, if This Imss has ken designed as act ludhid-I 1:0ditig ennip.rwal in Ace lantx ,ifh ANSIITPI -1995 alud NDS -91 In h, tf d, i' gLby_ , I I d I a pro f-i't7nd eng-j. Vbcn r"i-d lor appr-al by the ht,ildi.g it. d.sign W.dingS sbo-, nots! h- Ibmitcd It. be no. that if. data shown In -ilh ch. lae-I h-ildin.- ,ld,s. fira-d- 1-nrd. fin' wind ., -w I..d.. P"q- N-ifi-fl- 'It 4-1.1 ppild unless, shown. trust; h., not b,- d..ig-d for Vor.g. - -n-r- loads- Th. d.m_. -unec h -d. (j.q, or InnI..) a,. sondo.- t oinly I -I by h-binC -1- j.6fi.d. U.- tw- 1_4 in osi,. art, I 11.11y I. -d I -fly l'y a f..p,'Iy pplkd rigid day .1_,Id b. .1 . ro-initon T-j.g of lo' -0- o.c-.C'anl-bn- pl.'- ch -:1 lt noond-n-d filgan 20 hot dipl-d r- _alctal -1--1 AST1,11 A 653. Grad. 40. tuti.s, .,Ih._i. sl_n. FABRICATION NOTES priur l" fidnii-tion. it,. tabi-i-air jfdj F -j - IN$ drawing to 1,rlly di li, d mfing is fil ro.'ro'n-An" phlits .,.11.) r-11- in, tell _.i - Any di-'Pto-l% - to b p., In tl-. l4bri-lion- pi.- shall in, .&I - k.ndt.d-. krums, - M-dlcrx sluill b,, -I fin'ti;hl filling ""d Ill -ood t-ing.- C l- 1n, plan. Jodl be bra" no b 1, f.- ( if. .-.s will, -ifs ""'Y 1-h Sind! t- - syn, ' 'b -i 4. J.ia A 5.4 Phil. is 5' widc x 4- I-_- A 6.9 plait is 6' b. I- but.Z., Slots (holes) in" p3l'211.1 . 4. Plan, -p-cilmd. Doubl. ..is to -h Mail accec .1 (b -t",fd fdn, -b, on[.- sh-wo. con'ticclar Pho. rohn-on It- h -.d on lj fo-, h,wo oil 111.1 1-d a. b lrt-..j j I., _,,io h,.d- lilts :,Wl.r --'irat 31- Thi. nruss is not I. It lAd-tcd t '-,, fir. -ric-1 1--1 1-4.r ..1-1 ud J r" jjjjj'-I ink"rotili Q-.1ily C..Iml rac, 1. ANSVI PI 1-1995 PREC&UTIONARY NOTES Allbb-l.r. o'I -jba, _oon,n,.j,niorn act, fit e full mA in will, 'Handling hist.11i.r. & u;aci.x-' 14113-91. 'rm-s cr, to it, b'"'ll"i "itil Pal"lic-1-1 earr d"r'i.-. handing and b.milin., dclivry and ing.1106,; In -.lid darnage. T,,i :1-l'p-rc-tent hiracing. st aina. n i m itild for rcssling bn' ch, and plunib 1,ts, I I . % Shall he 11-Ii.r-d and Insuillil by od-l's. Careful hand - If., Is ad .-ioa b -Int, I, I_y% prcxlnmit-y ..0 fi r-st's "idmi; stich Impm-li blaring during I.Ahni". ba-- to """id I PPI, lfuSsrs shall he ondcr [he control 11 1 Pet 1001, P -i -d in rfi i.-Ihni l-ss- d"i- sh-11 ll sn-g-In il'u-thal. Cauccrin-anon of lamiruciina Inads grealcr it' d.sigu #.ads shall run bt, allilli,d In lInss's 11 4nyirn.- Iqu I-& d-1 'h igh. .1 on, e -fors shall 1. .1ndi.1 In s ,,,if it- .11 and b-ingisc,ornpl,tl d MPISLOCICING MAIIONDA SY91'EIVIS N\IN P 0 V C No. 0050068 STATE OF 1-' 0 ZOR110-' 4t, I, 10NAL S N HIP GInDER 1,110: IIIPDETAIL TI: HIP QTY: I 2x BLOCKING ADDED TO.TOP CHORD OF STEP HIP TRUSSES TO SHORTEN OSB NOT TO EXCEED 24"O.C. 1-0 BE NAILED TO TRUSSES W/ o- 12" ON CEN. STAGGERED PRE-ENG'D TRUSS. n TOP WALL OF BUILDING SME4 YM§"(g (0" MNP19 HCS-- 01.01.00 ARNING: READ ALL NOTES ON TIIIS STI-EET. ring. Jot). WO: 111PI)ETAILIm-aronda Syst em3s JA COPY OF T1113 DRAWING TO BE GIVEN TO ERF CTING CONTRACTOR. Dwg: Dsgnr: clik: Truss ID: RD - Date: 10-20-00 4005 MARONDA WAY BRACING WARNrfNG: TC Live 16.0 psf DuWac - Lbr: " 1.25 SANFORD, FL, 32771 B tut his d.-j.,g, is -111 --li- blil6nC, ind h,.0-. puril sirnil., b -in. lh I TC De -ad 7.0 psr DurlFac - Pit: 1.25 407) 321-0064 Fax (407) 321 -3913 p,ncio. sho"', is 1", latmil supp" tw (I s- 11C Live 0.0 O.C. Spacing: 24.0" TOMAS PONCE P.E. 1:_'.1 )-. 1.t d,,j-n-j psf LICENSE #0050068 s hyd. b.iijin, S_lfj8_9j,'1Tpf). 11C Dealt 10.0 psf Design Criteria: TPI 1890 GREENSROOK Cr.o EDO.nA2766 58J D'O (,jn [),i-, Madison, Wk,, ... sin 53719). Code Desc: TOTAL 33.0 psf D-ig.: Alicirk Antzhui, JOB A-ITH: CATEE-L0KlJOBSj1j'P-1 V-Qq_0j.00-30I,06-36 HCS-- 01.01.00 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, speclficatlons and/or designs furnished to the hiss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responslhillty or exercises no control with regard to fabri-- tlon, handling, shipment and Installation of misses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS -97 Lobe incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design 1 -dings shown ust 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 conlinu- usly braced bysheathtng 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 strait be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dowing to verify that this drawing is in conformance with the fabricator's plans and to realize a conttnuing 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 light fitting wood to wood bearing. Con. nector plates shall be located on both laces of the truss with nails fully imbedded and shall be syr. about thejoint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run pamUel 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 to a slralght and plumb pos- Itlon and (or resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and creel ion bracing Is always requtred. Normal precautionary action for trusses requires such temporary bracing during installation between lrsees to .,old toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professlonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to misses at any time. No loads other than the weight of the erectors shall be applied to trusses unW after all fastening and bracing is compleled. JB: BAYBURY C4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x.4 SP #2 2x4 SP 43 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 476# Support 2 149# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 263# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.1711 T=-0.341' MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 7-9-4 0-41-1 1 2 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 -2852 0.32 14-13 2589 0.67 2 - 3;, -2654 0.28 13-12 2212 0.60 3- 4 -2008 0.24 12-11 1807 0-49 4- 5 -1809 0.27 11-10 2212 0.61 5- 6 -2003 0.24 10- 9 2589 0.67 6- 7. -2654 0.26 7- 8 -2853 0.32 5X8 4X6 6 TI: A QTY:2 ' Joint Locations==============_ 1) 0- 0- 0 6) 28- 5- 7 11) 23- 0- 0 2) 6- 1- 3 7) 33-10-13 12) 17- 0 0 3) 11-.6- 9 8) 40- 0- 0 13) 8- 9-14 4) 17= 0- 0 9) 40- 0- 0 14) 0- 0- 0 5) 23- 0- 0 10) 31- 2-.2 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 1366 263 -476 BOT PIN 39-10- 4 1366 0 -149 BOT H -ROLL Iii 14 13 12 111366# 3.50" Dwg: 1 00-0__ i. RO-11-9) I - 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 TC Live WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO. ERECTING 7.0 CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL 32771 Bracing shown on this drawing Is not erection bacing, wind bracing. portal bracing or similar bracing 407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by the building designer. Bmcdugshoranisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions be TOMAS PONCE P.E. must made to anchor lateral bracing at ends and specified locations determined by the building designer. LICENSE #0050068 Addluonal bracing of the overall structure may be required. (see HIB -91 or TPll. Truss Platt. Institute. TPI, Is located at 583 D'Onofrio Drive, Madison. 1890 GREENBROOI( CT.O\gEDO. Ff_32 i 66 Wisconsin 53-11g). Design: A4nnir ,411alysIs JOB PATH: C.1TEE-LOKUOBS1725,7fFHIBBRC4 J A=1 0 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 asf 111AX11 ISI 1366# 3.50" 10-0 RO-11-9) scale = 0.1595 Truss ID: A Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Plt:. 1.25_ O.C. Spacing 24.011 Design Criteria: TPI. Code Desc: FLA Xi.02.f17 1 DESIGN INFORMATION This design is for as individual building . component and has been based on information prodded by the client. The designer disclaims any resp... ability for darnages as a result of faulty or incorrect bnfonnxtlon, specifications and/or designs fumished to the truss deslgner by the client and the corectness or _nm cy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises n. 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 or the building design by a Building De signer (registered architect or professional engtneed- When reviewed for approval by the building designer, the design loadings shown fist be checked to be sa- 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 bas not been designed for storage or occupancy loads. The design assumes compression chords (lop.or botloml are continu- usly braced by sheathing unless otherwise specified. Where bottom chords in Lenslon are not fully braced laterally by a properly applied rigid celbng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A653, Grade 40, unless otlunvtse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall, review Lhis 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 writ Ing before cutting or, fabrication. Plates shall not be installed over knotholes. knots or distorted gram, Members shat) be cut for tight fitting wood to wood bearing. Con - nectar plates shall be located on both faces of the truss vwith ,.Its fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wdde x 8" long. Slots (holes) run parallel to the plate length specified. Double cu Ls on web members shall meet al the centroid of the webs unless otherwise shown. Connector plate sizes are minimum slzes 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 informallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendation. are to be followed in accordance with "Handling Installing & Bracing', HIB -91. Trusses are to be handledwith particular care during bandingandbundling, delivery and installation to avoid damage. Temporary and permanent bmcing I-, holding trusses In -straight and plumb pos= ilion and for resisting lateral forces shall be designed and installed by others. Careful hand - Ing H essential and erectionbracing is always required. Normal precautionary acuon 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. CancentmLion of construction loads greater than the design loads shall not be appled to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracingiscompleted. JB: BAYBURY C4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 WEBS: 2x4 SP #2 2x4 SP #3 1,2,9,10MULTIPLELOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 521# - Support 2 199# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17• D=-0.18" T=-0.361' MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 i 1 5 00 WO: BBRC4 WE: 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.BracingMUSTbepositionedtoprovideequaluntraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8ir o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDLee 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CST ..BC ... FORCE ... CST1- 2 -2874 0.26 15-14 2611 0.622- 3 -2707 0.27 14-13 2308 0.673- 4 -2171 0.24 13-12 2064 0.634- 5 -1971 0.26 12-11 2308 0.675- 6 -1971 0.23 11-10 2611 0.626- 7 -2171 0.20 7-8 -2707 0.22 8- 9 -2874 0.25 4X6. 3X4 41,V6 TI: A] QTY:2 Locations=====__________ 1) 0- 0- 0 6) 25- 0- 0 11) 32- 2- 2 2) 5- 5- 3 7)s29- 9- 7 12) 25- o- 0 3) 10- 2- 9 8) '34- 6-13 13) 15- 0- 0 4) 15- 0- 0 9). 40- 0- 0 14) 7- 9-14 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 1366 231 -521 BOT PIN 39-10- 4 1366 0 -199 BOT H -ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1- 231# M 11 HU -U -U 15 14 13661/ 3.50" 13 1 0-0 R0-1 is 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS, PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FL.32766 Design: Mallir Anolysia VVAKNINLi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not ereclion bracing, wind bracing, portal bracing or similar bracingwhichIsapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshrnvIlisforlateralsupportoftrussmembersonlytoreducebucklinglength. Prov4sions must beMadetoanchorlaLeralbracingatendsandspecifiedlocationsdaennlnedbythebuildingdeslgner. Additional biacbng 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). OB P17H. C-lTEE-LOhUOBSU2i:VP11IB8RC4 11 JXU Eng. Job: I (Y Dwg: 1366# 3.50" II 11 IF(-RO-1-1-9) scale = 0.1595 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf RC Dead 10.0 psf TOTAL 33.0 lisf Truss ID: Al Date: Z-27-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS.* 00.02.02. 1 189PGREENBROOKCT:0VIED0.FL3276 , -. 'TOTAL 33 0 psf V•06 02 02 15166 24 Design: - Afatri.c Amd)-sis - JOB P.ATH: C.lTEE-LOKlJOBS1125,11P111BBRC-0 - - - - y(^,C: 'rid nm 3 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE: TI: A2 QTY 2. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS This designgn is the Joint Locations== ====___ - This design. is for an Individual building, based BOT CHORDS: 2x4 SP #2 - composite result of multiple loads. 1) 0-0- 0 6) '33-2- 2 11)-20- 0- 0componentandhasbeenoninformation provided by the client The designer disclaims WEBS: - 2x4 SP #3.- All COMPRESSION Chords .are assumed to be 2) 6- 9=14 7 '40- 0- 0 12 13- 0- 0 any respons16111ty for damages as result of 2x4 SP #2 2,4,6;8 continuously .braced unless noted otherwise-. 3-) 13- 0- 0 8)..40= 0- 0 13) - 6- 9-14 fan by or Incorrect Information specifications Wind Case- ASCE 7-98, C&C, V= 1251r>ph, 4)-20- 6- 0 9) 33- 2- 2- "14) 0=-'.0- 0 and or desi PROVIDE UPLIFT CONNECTION PER 5 Ci DULE.. H= 22:0 ft, I= 1.00, Exp.Cat. ;B, Rzt= 1.0' 5) 27- -0- 0. '10) 27- .0- 0 - - - I b they v ofthls inrormauon as it may relate to a Support 1 562#. PP Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss MAX. REACTIONS PER BEARING.LOCATION----- yF spe- cifle project and accepts no responsibility or Support 2 254# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfPP X -Loc Vert Horiz Uplift Y -Loc ejJ - Type control wenn regard to rationLion, MAX LIVE LOAD DEFLECTION: act Resistant Coveringand/or Glazing Re4 4 0- 1 12 1366 199 -562 BOT PIN Lion,lihandling, ofhandhgshipment ss ],asbeen designedcussesThistrusshasbeendeslgrmed as an L/999 L=-0.19" D=-0.20." T=- 0.39" TC... FORCE..'. CSI .. BC... FORCE... CSI 39-10- 4 1365 0 -254 BOT -H-ROLL individual building component m accordance with MAX HORIZONTAL TOTAL LOAD .DEFLECTION: 1- 2 -2854' 0.39 -14-13. 2584 0.59.. s i ANSI/TPI 1-1995 and NDS -97 to be Incorporated T= 0.14" 2- 3 -2355 0.36 13-12 2580 0.61aspandesignPaggyaBusamg. Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION:- 3- 4'--2430 .0.43 12 11`. 2116'.0-.53 engm-rl. Whenreviewedforapp-albythe '' T= 0,.07" - 4-.:5. --2430 0.43`. 11-10 .2116'0.53- buildingdesigner,the design loadings shown RMB 1:15T 5- 6 -2355 0.31 10- 9 2580 0.61mustb<checked to be sure that the data shown 6- 7 -2854 0.39 9- 8 2584 0:59iareInagreementwiththelocalbuildingcodes, local climatic records for wind or snow loads.. 6 p Ject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. Thedesign assumes compression chords (lop or bottom) are conlhiu-- usly braced by sheathing unless othenvlse specified. Where bottom chords In tension are not fully braced laterally by properly applied rigid ceiling, they should. be. braced at a axImum spacing of 10'-0" o c. Connector plates shall be manufactured from 20 gauge hot dipped galvan@ed'sted meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawingg to verify that Chltor trig Is m v tooni2ea c ' with t Fabricator's fplans or sucheatticontinuingresponsibilitysanetlforsuch vert- I3-0-0 14-0-0 - 13-0-0 f Dation Any disc epandes are to be put m 1 T ,. 6 writing before cutting or fabrication. Plates h.[! not be installed over knotholes. 0- knots or distorted 5.00grain. Members shall be cut for tight fittingword to wood bearing Co.- faces 5X8 2X4 5X8edtorplatesshallbelocatedonbothof the truss with nails fully hnbedded and shall be b til joint I Dili vis silo vn. AT9T4sSeoplateis54long. A plate ois 6" lwide8longSlots (holes) parallel topar 3X4 - 3X4theplatelengthspecified. .Double cuts on web members shall meet at the tentrold of the webs 6-1-4- 5-9-1unlessotherwiseshown. Connector plate s@es are rnl t. m size based on the forces shown and may need lab increased f certain hand 0-4-1 0-4-1 I Ing and/or erection stresses. This truss is not to be fabricated with fire retardant t rated lumbar unless Dili i e sh tort For additional 3X6 information on guahq-Conti of refreto ZX4 6X8' 3X8 6X8 2X4 3X6 ANSI/TP1 1-1995 PRECAUTIONARY NOTES jAD bracing and erection recommendations are to be followed 1n accordance with "Handling. 40-0-0Installing & Bracing'. HIB-.91.. Trusses are to t be handled withh'.particular care during ba ding _ 413 1 Z 11 10 9andbundling. delivery and. installation to avoid" cage 1366ii 3'50 8 clT niTemporaryandpen nt bracing 1_0_0 1366# 3.5Q° for holding t e m a slralght and plumb pas- Itt n and for resisting lateral forces sl all be I - 6 RO-11-9) 40-0-0' designed ndInstalled by others Careful h nd- RO-11-9) essential ugrt, mgfsfalways required. Normalqo"wed Normal precautionary action far ' EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI. 1-1995 scale- = 0.1595 - i trusses requires such temporary bracing during install B between t to " 0, WARNING: t avoidtoppling and d mmoing Thsupervision f r tion of t asses h tib under the control of pons expene d in the Installation f - qty H/ C pMaodaSys, Cie )S READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO'ERECTING Eng. Job: D«'g: WO: BBR 4 Truss ID: A2 i hu Prof-lonaladvic h,11 bought itneeded CONTRACTOR: Dsgar:.TLY C": Date: 6-217. E- 02 . t Concentration of o traction loads greater than the design loads shall,notb pphedtotrusseBRACINGWARNING: - - - - TC Live 16.0' psf . DurFac - Lbr: 1.25 Ip Weight f any trate. No loads other than theeightoftheerectorsshallb< applied to 4005 MARONDA WAY SANFOI2D, FL. 32771 ' Bracing shwa on tl,ls d[amving isnot ereett m bmcing. wind bracing, ponai ba ing or inular bracing TC' Dead . 7,0--. psi DurFae.-. Pit: 1.25. - Crosse enol alter all fastening and bracing 1, completed. 407) 321-0064 Fax (407) 321-3913 which Is apart of the building design and which must b considered by the building designer. Bracing shun Is I tale i pport of [ s memb m only' to d rice bucklb,g I<ngth. Pr I inns timstbe BC Live 0.0 psf, O.C. Spacing: 24.OfFy• gTOMASPONCEP.E. mace t anchor lateral brach t ndsand s g designer. specified atlas determined by the buhdln desi lir. Addlllonal bracing f time ocerah'strueture BC Dead 10.0 Design Criteria:. TPI LICENSE t1O0SOO6S may be required. (see HIB -91 of TPII. Truss Plate-Insli[ule. TPI; Is loco ted at 583 D Onorrio Drive, Madison Wisconsin 53719).. psF eCode. De$e: FLA. 1 189PGREENBROOKCT:0VIED0.FL3276 , -. 'TOTAL 33 0 psf V•06 02 02 15166 24 Design: - Afatri.c Amd)-sis - JOB P.ATH: C.lTEE-LOKlJOBS1125,11P111BBRC-0 - - - - y(^,C: 'rid nm 3 i JB; BAYBURY C 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 - This design Is for an individual building BOT CHORDS: 2x4 SP #2 component and has been based on infonna ton WEBS: ' 2x4 SP #3 i provided by the ellen(. The designer disclaims 2x4 SP #2 4, 6, 8Eanyresponsibilityfordamagesasaresultof IS fau- or Incorrect iu.hmd oti sLru- cau ns andty and/or designs (umished to the truss designet rdesigner PROVIDE UPLIFT CONNECTION PER SCHEDULE: by lire client and the correctness or accuracy Support L 599# If this Information as It may relate to a spe- Support 2 313# - - c<icproject and accepts no responsibility or MAX LIVE LOAD DEFLECTION: ereises no control ,,with regard to fabrics- L/999tion. h ndbng. shipment and Installation of c trusses This truss has been designed as an L=-0.22" D=-0.22.1 T== 0.4411 " individual bu8ding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/TPI 1-1995 and NDS -97 to. be Incorporated T= 0. 15'r - part mf the tiered arc itect or a B es ionurg Designer (registered nal MAX HORIZONTAL LIVE LOAD DEFLECTION: engreviewedIengineer). When revieived for approval by theapprovalb T= 0.07" - - building designer, the design loadings shown 3) 11-0-'0 i unusl 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, projita specifications or special applied loads. Unless she _tr ss.has not been designed for t storage oroccupancy loads. The design assumes t comp - ion fiords (top or bottom) are continu- ously braced by sheathingunless olherwase specified. where bottom chords in tension am i not fully braced laterally by a properly apphed rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot p dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION 'NOTES Prior to fabricatlon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a conunuing responsibility for such verl- E (Icatlon. 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 - plat- shall be located on both faces of the truss with malls fully imbedded and shall be 6 Byrn. about the Joint unless -rhe-1- shown. A 5x4plate Is 5" wide. 4" long. A 6.8 plate is 6" wide x 8" long. Slots (holes) run parallel to the platelength specified. Double cuts on web ambers shall meet at the centroid of the webs 1 unles otherwise shown. Connector plate sizes are minimum sizes based on the forces shown andn yeed to b Increased f 'lain hand - Line and/ erection sf eases. This truss Isnot to be (bd ,ted ,ILh fire etardauit treated I lumber unless otherwise shown for additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendal.ions are to be followed in accordance wlth "Handling InslaWng & 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 othersCareful hand- ling Is es etlal and erection bracing is alwaysrequired.snecNormalprecauuanary action for trusses requires such temporary bracing during Instar llon between t .lases to avoid toppling and denaturing. The sup-Islon of erection of insses shall be Linder the control of persons experienced in the installation of tri es Professional advice shall be sought U needed. - Concentration of construction loads greater than the design loads shall not beapplied to trusses at any time. No loads other than the eight of the erectors shall be applied to trusses unW.after an fastening and bracing iscompleted. T 5-3-4 0-4-1 H WO:BBRC4 WE: 11 0-0 136611. 3. 450" TI: A3 EXCEPT AS SHOVVN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ee. WO: QTY -2 MULTIPLE LOADS -- This design is the - - Joint Locations=====e:===e:===== woo -11-9) composite result'of multiple` loads. 1)0- 0- 0 7) 34- 2- 2 13) 17_0- 0 made to anchor lateral bracing at ends and specified locations determinedby the buflding designer, All COMPRESSION Chords.are assumed to be 2) 5- 9-14 8) 40- 0- 0 14) 11- 0- 0 16.0 continuously braced unless noted otherwise. 3) 11-0-'0 TC Dead 9) 40- 0- 0 15) 5- 9-14 - psf Wind Case- ASCE 7-98, C&C, V= 1251rph, 4) 17- 0- 0 10) 34- 2- 2 16) 0- 0- 0 Code Desc: FLA H= 22.0 ft, I= 1.00,Exp.Cat. B, Kzt=.- 1.0 - 5) 23- 0-, 0 11) 29- 0- 0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss 6) 29- 0- 0 12) 23- 0- 0 in INT zone, TCDL`= 4.2 psf, BCDL= 6.0 psf MAX, REACTIONS PER BEARING LOCATION ----- Irrpact Resistant Covering and/or Glazing Req X -Loc Vert Horiz- Uplift Y Loc Type 0- 1-12 1365 167- 599 .BOT PIN TC...FORCE-..CSI ..BC...FORCE... CSI 39-10- 4 1365 0 313` BOT H -ROLL1- 2 -2884 0.33 16-15 2617 .0.59 2- 3 -2498 0.30 15-14 2614 -0.•58 3- 4 -2771 0-36 14-13 2257, 0.52 4- 5 -2781. 0.35 13-12' 2785 0.60 5- 6 -2781 0.35 12-11 2257 0.52 6- 7 -2498 0.27 11-10 2614 0.59 7- 8- -2884 0.26 10- 9 2617 0.59 1.1.0.0 7 g 5.00 i 40-0-0 16 15 14 13 12 II1366# 3.5011 11 0-0 136611. 3. 450" RO-11.-9) I I 40-0-0 EXCEPT AS SHOVVN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 r- WARNING: READ ALL NOTES ON THIS SHEET. Ma,ro da System! A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING woo -11-9) CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing wind brecmg,- portal bracing or similar bracingapart 407) 321-0063 Fax (407) 321-3913 which is of the building design and which must be onsidered by the budding designer. 8rac1n9 shown is for lateral support of miss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determinedby the buflding designer, LICENSE #OUS0068 Additional bracing of the overall suneture may be required. ISee HIB -91 of TPI) Tows Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). - 1890 CREENBROOK Cr.OVIEDO.1`I_32766 Design: Alau'it' Analysis . - JOB P417i C.1TFF-LOKUOBS!1,UIIPlIBBRC4 n fir'c n; m m 136611. 3. 450" woo -11-9) scale '_ 0.1595 Eng. Job: WO: BBR 4 Divg: Truss ID: A3 Dsgnr: TLY Chk: Date`: 6-27-02' TC Live 16.0 psr 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.nA n,3 n,)_ 1 r 1.c7- or fir'c n; m m JB; BAYBURY C 4 AC: 10# UPLIFT D.L. n - WO: BBRC4 WE. rigid cefling, they should be braced at a I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1=1995 (RO 1 1-9) DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WARNING: READ ALL NOTES ON THIS SHEET. TI: A4 QTY 3 This -design is form i clividuatbuilding BOT CHORDS: 2x4 SP 42 MULTIPLE LOADS -- This design is the Locations== on infcomponentandhasnt. uent.Tnedesigner WEBS: .2X4 SP #3 ccuposite result of Multiple loads. p - 1) 0-.: 0- '0 7) 31- -0- 0 - 13) Thebased pro,ideabythe clatiron disclams 2X4 All COMPRESSION Chords are assumed to be 2) 4- BRACING WARNING: 20- 0- 0 any responsibility for damages as a result ofp } g SP #2 3 , 5 , 7 , 9 continuously braced unless noted 'otherwise. 3) 9-14 8) 35- 2- 2 14)' 14- 6- 0' faulty or incorrectlnformation specificationsS and/ordesigns furnished PROVIDE Wind Case- ASCE 7-98, C&C, V= 125mph, 9= 4) 0 0 9),40- 0- 0 15) 9-. 0= 0 tothe t cisigner by UPLIFT CONNECPION PER SCHEDULE: H= 22.0 ft, I= 1.00, ExP 14- 6- 0 10) 40- 0- 0 16) 0- 0- '0toclientdihecorrectscuracy -. Support 1 " .630#- Cat B, zt= 1.0KB1d.Type= 5)- 20 _ 0 0 11) 31- 0 0 P 6lict tq it no Support 2 376# Encl L= 40.0 ft W= 40..0 ft Truss in 6) 25- 6-. 0 12) 25 6- 0 responsibilitytciucprojectndacceptsnoresponsl6Wty°r exercl es no control with regard to fabrics- MAX LIVE LOAD.DEFLECTION: - INT zone;_ TCDL= 4.2 ps£, BCDL= -6..0 . sf, P Impact Resistant Covering and/or- Glazing MAX'. 1 REACTIONS PER BEARING LOCATION ----- tion: handling, shipment_and to t dialion of L/999 - - Req- X -Loc Vert Horiz Uplift Y -Loc Type ' misses This truss has been designed asan indiidual L=-0'.28" D=-0:29" T=-0.57" TC-. CSI 0- 1-12 1365- 136 .-630 BOT "PINbuildingcomponentln.ac-rdahcevith ANSI/TPI MAX HORIZONTAL TOTAL LOAD DEFLECTION: BC... .FORCE ... CS I 1- 2 39--10--4` 1365 0 -376 BOT H -ROLL1-1995 and NDS -97 to be Incoincorporated T= 0.16" - 2878 0.33. 16-15 2620, 0.67- i b. Bmldmgspartrtn ( stereDesigner) MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -2647 0.27 '. 15-14 2401' 0.59 -. unless otherwise shown Connector plate sizes roma 4-5-4 0-4-1 archil ctor'paproval by h3Whoredreviewedforengineer). R' ner,thededfnloadingsovathown T= 0.08" -`• 3- 4 -3174 0.38 14-13 3,203 0.67 4- to be fabricated w¢h fire retardant treated building -designer the design 5- -3462 0.39 13-12 3203 0.67. T 3X6 dthedatashImustbecheckedtbesure [fiat the data shown. RMB =: 1.15 5- 6. -3462 0.39 12-11 2401' 0.59- Information on Quality Control refer to re magreement with the local building codes, 6- 7' -3174 0.36 11-10 2621 0'.67 - lrcal'climatic reeordsfor wind orsnow loads.7- 8 -2647''0.26 projectspecifications or special applied loads. 8- 9 -2879 - 0.23iUnlessshown, truss. has not been designed for storage or occupancy loads.. The design asswnes compression chords (top or bottom) are continu- ously braced. by sheathing unless otherwise I specJled, Where bottom chords in tension are not futlybraced laterally by a properly applied rigid cefling, they should be braced at a EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1=1995 (RO 1 1-9) maxlmumspacingof 10'-0".o.c. Connector WARNING: READ ALL NOTES ON THIS SHEET. plates shall bemanufactured from 20 gauge hot W : BBR 4 dipped &I anized steel meeting ASTM A 653. Dwg:. Truss ID: A4 Grade 40, unless otherwise shown. CONTRACTOR. Date: 6-27-02 FABRICATION NOTES 4005 MARONDA WAY BRACING WARNING: Prior to fabrication, the fabricator shall review DurFac - Lbr: 1.25 this drawing 'to -verify that this drawing is in TC Dead :7.0 pse DurFae - .Pit: - T..25 conformances with the fabricaLor's plans and to and which must be considered by the Lm ding d si1,n Racingshownlflateralpppnoftsmembersonlytoreducebucklinglengh. -11 ms i„t be t;e Live 0.0 pse O.C. Spacing: 24.0" realize a. continuing msponslbWty for such vera- TOMAS PONCE P.E. made ` I r lateral b eing t ds and specified locations determined by th building designer. Additional bracing of the overall st -Lure ma be reI'. } required. (See HIB -91 of TPp. fication: Any discrepancies are to be put in LICENSE (/00.5008 1890 GREENBROOK Truss Plate Institute, TPI, is located at 563 D Onofno Drive. Madison, Wisconsin 53719). - writing before cutting fabrication. Cesig rg FLACT-.OVIEDO.FL32 66 I Plates h 0 not be Installed over knotholes22-0-0nt OL knots r distorted gram, Members shall be cut for tight fitting wood to wood bearing Con- 4 S G i hector plates shall be located. on both faces ofF-5- i the truss with nads fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4'pl m is 5" wide x 4" long. A 6.8 plate is s' 5X8 3X4 61X8 - 3X4 - - wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuss on web members shall meet at the centroid of the webs 2X=1 unless otherwise shown Connector plate sizes roma 4-5-4 0-4-1arenumsizesbasedontheforcesshown and may need to be Increased for certain hand- ling and/or erection stresses This truss is not to be fabricated w¢h fire retardant treated y-- T 3X6dumberunlessotherwiseshownFaradditional Information on Quality Control refer to 3X4 GX8 3X8 6X8ANSI/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 bractngforholdingCrus- in a straight and plumb pos- Itlon and for resisting lateral f es shall b designed and installedby Lhers, Careful hand - 1 ling Is essential and tl bracing -always required. Norval precautionary action for trusses requires such temporary bracing during E Installation bet( een trusses to avoid toppling and dominoing. Th _upervlsion of erection of i t sses 1h,11 be tinder the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of conslructlon loads greater than the design loads shall not be applied to trusses at any time No loads other than the I weight of the erectors shall be applied to tr„sses unw after all fastening and bracing I Is completed 0 3X6 116 15 14 13 V 1Z' 111366/1 3.50" 02 1 0 0 _I 1366# 3.50" RO-11-9) .I I 40-0=0, 10-0 " EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1=1995 (RO 1 1-9) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. ;lob: W : BBR 4 aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg:. Truss ID: A4 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 pse DurFac - Lbr: 1.25 SANFORD, Fl .3277] Bracing st t -o on this drawing is .not erect . bracing, wind bracing, portal bating or sirtnl r oratingwhichiapartofthebuildingdesign TC Dead :7.0 pse DurFae - .Pit: - T..25 407) 321-0064 Fax (407) 321-3913 and which must be considered by the Lm ding d si1,n Racingshownlflateralpppnoftsmembersonlytoreducebucklinglengh. -11 ms i„t be t;e Live 0.0 pse O.C. Spacing: 24.0" TOMAS PONCE P.E. made ` I r lateral b eing t ds and specified locations determined by th building designer. Additional bracing of the overall st -Lure ma be reI'. } required. (See HIB -91 of TPp. BC Dead 10.0 Desiryn Criteria: TPICrit LICENSE (/00.5008 1890 GREENBROOK Truss Plate Institute, TPI, is located at 563 D Onofno Drive. Madison, Wisconsin 53719). - pSr' Cesigrg FLACT-.OVIEDO.FL32 66 TOTAL, - 33.0 psf .. OL 02- Design: Afdrrir Analysts - JOR PATH: C:ITL£-[.Ok'VUII5112iM11PH151 DO- 26IBBRCd - - - _ - - - 11CS:. (x.02.02 _ DESIGN INFORMATION This design Is for an individual building component and has been based on mfonnation p=d by the client The designer diselaims responsihillty for damages as a result of p foully or incorrect inform -tion. specifications t and/or designs .funiis lied to the truss designer I! q by the client and the rrecln ss or accuracy M this information it may rel.Le to a spe- cific project and,accepts no responsibility or exercises no control r nth. regard in fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with i. ANSI/TPI 1-1995 and NDS -97 to be incorporated a 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 showm must be checked to be sure that the data shown i are in agreement with the local building nudes, local climatic records lar wind nr 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 conBnu ously braced by sheathing unless otherwise specified. Where bottom chords to 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 verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility forsuch vert- f(catlon. Any dlscrep-ei- are to be put In writing before cutting or fabrication. Plate nsshallnotbeinstalled over knotholes. knotr or distorted grain..Mernbem shall be cul for tight fitting wood to wood bearing Con- nector plates shallbe located onboth faces of the t- with nails fully Embedded and shall be slmr about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6 ride x 8" long. slots (hones) can parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless' otherwise shown.- Connector plate sLes. are minimum sizes based on the forces shown andmay' need to be Increased for certain hand- Ibrgand/ 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 erectton recommendations are to be followed In accordance with I landling - installing & Bracing' HIB 91 Trusses are to be handled oath particular cared [ring banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trosses In traigh[ and plumb pos- Won and for resisting lateral forces hall be designed and Installed bl others. CarefW hand- ling is t al and B bracing 1 Iways required. Normal precautionary action for `- trusses requires such temporary bracing during Installation between trusses to. avoid toppling and domtnoing. The supervism. of ere-L"t of trusses shall be under the control of persons experienced in the inslallatlon 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 eompleted JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 - - 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4SP #2 3,5,7,9 2 -PLY TRUSS! fasten w/311X 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 1 657#' - Support "2 444# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.38" T=-0:74 MAX HORIZONTAL TOTAL LOAD,.DEFLECTION:- T= 0.141, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB ='..1:00- 3 -7-4 0-4-1 WO: BBRC4 WE:' TI: A5 QTY:2 MULTIPLE LOADS -- This design is the Locations== --- ---- M Composite result of multiple loads. 1) 0- 0- 0 7).33- 0- 0 13) 20- 0 0 All COMPRESSION Chords are assumed to be- 2). 4- 0- 4 8) `35-11-12 14) 13- 6- 0 continuously braced unless noted otheniise. 3) 7- 0- 0 9) 40- 0- 0 15) 7- 0- 0 EXCEPT AS SHOWN PLATES ARE Design based on 2 -ply laminated Bot chord. 4) 13- 6- 0 10) 40- 0- 0 16) 0-' 0- 0 End verticals,designed,for axial loads only. 5) 20- 0- 0 11) 33- 0- 0 Eng. Job: WO: BBR 4 End verticals-thatare extended above/below 6) 26- 6- 0 12) 26- 6- 0 Truss ID: A5 CONTRACTOR:" - BRACING WARNING: Wind Case- -ASCE 7-9 8 , , C&C, V= 125mph, chlu Date: 6-27-02 TC Live 16.0 psf SANFORD, FL. 32771 H= 22.0 ft, I= 1.00, Exp.Cat. B,.Kzt= 1.0 TOTAL DESIGN LOADS - - - I Bld Type= Encl L= 40.0 ft W= 40.0 -ft Truss Uniform PLF From PLY To ' BC Dead in INT zone, TCDL= 4:2 psf, BCDL='6.0 psf TC Vert L+D -46. 1- 0- 0 46 1- 0- 0 Code DeSC. FLA Impact Resistant Covering and/or Glazing Req TC Vert L+D--100 7- 0- 0 100 33- 0- 0 TC Vert L+D -46 33- 0- 0' 46 41- .0- 0 TC . . . FORCE . . . CSI BC..'.FORCE....CSI BC Vert L+D -20 0-.0- 0 20 T- 0- 0 1- 2 -6655 0.23` 16-15 6102 0.49 BC.`Vert L+D -43 7- 0-0 43 33= 0- 0 2- 3 -6580 0.20 15-14 6070 0.51 BC Vert L+D -20 33- 0--0 20 40- 0- 03- 4 -9403-:0.34. 14-13 9567 0.76 Concentrated LBS Location 4- 5 -10569 0.32 13-12 9567 0.76 BC Vert.L+D 429 7-0- 0 5- 6 -10569 0.32 12-11 6070 0.51 BC.Vert L+D 429 33-` 0- 0 6- 7 -.9403 0-.34 11-10...6103 -0.49 MAX. REACTIONS BEARING '-LOCATION ----- 7- 8 -6581 0.20 X -Loc . Vert Horiz Uplift "Y -Loc Type 8- 9` -6655 0.23 0- 1-12 2805 106 -657 BOT PIN 39-10- 4 2805 0 -444 BOT H -ROLL 2-PLYS REQUIRED 7-0-0 26-0-0 7-0-0 94 1 2 4 5. 6 8 i 5.00 6X12 4X6 8X10 4X6 6xi,) OA110 4A6 4X6 F9 M 40-0-0 X1615 2805# 3.50" 14 13 12 11 1 1 0 0 2806# 3.50" s RO 11-9) 40-0-0j430# 1-0-0, EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANS11TP1 1-1995 430N RO-11-9) scale =' 0.1595 _ WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBR 4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A5 CONTRACTOR:" - BRACING WARNING: Dsgnr: TLY chlu Date: 6-27-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawmg is not erection bracing, wind bracing, portal bracing or simllar bncurg which is a part of the budding design and which must be considered by the budding designer. Bracing TC Dead 7.0 " psf DurFac - Pit: T 25 407) 321-0064 Fax (407) 321-3913 shorn is forlaterat support of truss members only to redrice budding lh Protislnns must be BC live 0.0 psf OCSpacing: 24.0" p g: TOMAS PONCE P.E. madeto anchor lateral !tracing at ends and specified locations determined by lite buildhtg designer. Additional bracing of the overall structure maybe required. ISeeDe$IHIB -91 of TPI). BC Dead 10.0 psf n Criteria: TPI LICENSE #0050068, Truss Plate Institute. TPI, is located at 583 D Onofrto Drive, Madison, Wisconsin 53719). - Code DeSC. FLA 1890 GREENBROOK CT 0V`IEDO.FL32766 TOTAL' 33.0 psf - V-06 02 02= 1 r, 1 A0- 07 Design: Afat,a Atalysis JOB BATH: C:ITEE-LOKlJOBSIIbt41PHIBBRC4 - - HCS: 06.0?.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 responslbtlity for damages as a result. of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the coreclness or accuracy of this InfomnaLion asIt may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabric,- thon, 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 as part of the building design by a Building Designer (registered architect or professional engl-0. 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 ellmaUc records for wild or snow, loads, pr 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 [elision 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 lin card ornance with the fabricator's plans and to realize a continuing responsibility for such wed- ficallon. Any discrepancies are to be put In writing before cuuing 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 sytn. 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 embers shall meet at the cent mid of the webs unless otherwise shown. Connector plate sizes re mbnWium stzes 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 Faintated with fire retardant treated lumber unless otherwise shown. For additional infonnauon on guauty 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 are 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 Inslatled 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 dointnoing. The supervision M erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if nee(ed. 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: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1,5 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,7 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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/999 L=-0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 T 0-4-1 3-7-4 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2 -PLY TRUSS! fasten w/3"X 0.1201, 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 1 657# Support 2 444# TC ... FORCE CSI BC ... FORCE CSI 1- 2 7210 0.40 13-12 6610 0.52 2- 3 11202 0.69 12-11 6659 0.61 3- 4 11826 0.55 11-10 11375 0.87 4- 5 9980 0.36 10- 9 10197 0.79 5- 6 5610 0.40 9- 8 5142 0.45 Date: 6-27-02 TC Live 16.0 8- 7 5126 0.44 2-PLYS REQUIRED 4 TI: A6 QTY:2 ` Joint Locations========---==== 1)0- 0- 0 6) 40- 0- 0 11) 15- B- 0 2) 7- 0 0 7) 40- 0- 0 12) 7- 1-12 3) 15- 6- 0. 8) 32-10- 4 13) 0- 0- 0 4) 24- 4- 0 9) 24- 4- 0 5) 33- 0- 0 10) 19-11- 4 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 --1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 19-11-.4 TC Vert L+D -46 19-11- 4 =46 41- 0- 0 BC Vert L+D -20 0-0-. 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19-11- 4 BC Vert L+D -20 19-11- 4 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -1254 19-11- 4 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1=12 3010 106 -657 BOT PIN 39-10- 4 2400 0 -444 BOT- H -ROLL 0 6X12 8X10 8X10 6X12 40-0- 113 12 11 10 3010# 3.50° 1-0-0 40 0-0 - RO-11-9) le r429# 1254/1EXCEPTASSHOWNPLATESAREGATESTEDPEiiANSI/TPI 1-19 5 Maronda Systems. 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOK Cf.OwIEDO.FL33766 Design: Haim Annhsis onlu 9 WAKNINti: 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 bmctng, portal bating 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 Qde to anchor lateral bating at ends and specified locations determined by the building designer. ltlanal bracing of the overall structure may be required, ISee HIB -91 of TPI). ffmss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). J09 P4771: C.ITEE-LOh"VOB51125:IlPHIBBRC4 3X4 4X6 Fl 8 7 2401# 3.50" 11_-00 I RO-.11 9) scale = 0.1595 Eng. Job: WO: BBR 4 D«vg: Truss. ID: A6 Dsgnr: TLY Chic: Date: 6-27-02 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 10A psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 15170- 2E fit"; lxtl?nl DESIGN INFORMATION This design is for an Individual building component and has been based on Information prortided by the cllent. 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- ciflc project and accepts noresponsibilityor 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 ofthe building design by a Buddmg 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, pr )ecu speclllcations or special applied loads. Unless shown, trusshas not been designed for storage or occupancy loads. The design ass - compression chords (top or bottom) are conllnu- usly braced by sheathing unless otherwise specified. Where bottom chords Indension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxtlnum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shave. FABRICATION NOTES Prior to fabrication, the fabricator shall review - this drawing to verify that this drawing Is in s conformance with the fabricator's plans and to reabzea 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 5.4 plate is 5" wide x 4" long. A 6.8 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 re minimmusizes 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 fabiical.ed with fire retardant treated lumber unless otherwise shown. For additional Infornauon on guality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are. to be followed In accordance with "Handling Installing & Bracing' H1H -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- Itmn 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 tnisses requires such temporary bracing during Installation between trusses to avoid toppling and dontinomg. The supervision of erection of trusses shall be under the control of persons ezpenenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of constnucuon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors sha)I be applied to trusses until alter all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D:L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, "BCDL= 6.0 psf i;rpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/748 at JOINT # 9 L=-0.31" D=-0.32" T=-0.63" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.16" RMB = 1.00 l 3-7-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Designbased on 1 -ply laminated Bot chord. End verticals designed for axial loads only End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 319# Support 2 161# TC... FORCE CSI BC -..FORCE TC. Live CSI 1- 2 5452 0.70- 10- 9 5109 0.91 2- 3 5560 0.66 9- 8 5378 0.90 3- 4 5403 0.85 8- 7 5108 0.91 4- 5 5584 0.70 V:06.02-02- 15171- 2 5- 6 5453 0.72 HCS: 0KA?.02 TI: B QTY:1 Locations=============== 1) 0- 0- 0 5) 15- 6-15 . 9) 7- 1- 8 2) 4- 5- 1 6) 20- 0- 0 '10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12-10- 8 TOTAL DESIGN LOADS ------------ Uniform PLF - From PLF To TC Vert L+D -46 -1- 0- 0 -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- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BCVert 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- 1-12 1368 ' 106 -319 BOT PIN 19-10- 4 1368 . 0 -161 BOT H -ROLL 7-0-0 6-0-0 7-0-0 L 1 2 e 6'I 00 6X12 6X8 0 2.50 X50 0-3-8 _ I_) _ 03 ri 6-10-0 5-9-0 6-10-0. 1 1 1369# 3.50" 7 1368# 3.50" 1 0-0 20-0.0 IAV 0 0 RO-11-9) 430# 430# (RO-11-9) EXCEPT AS S11OWN PLATES ARE TL20 Gi TESTED- PE ANSI/TPI 1-1995 scale = 0.3045 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E- LICENSE #0050068 1690 GREENBROOK CT.Owi EDO. 1`1_32766 Derig": hlatri, Anolvuis 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 riot erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shoran is for lateral support of truss members only to reduce bucklmg length Pmwisions mnsl be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure inav be required. (See HIB -91 of TPI). Truss Plate Institute. TPI. Is located at 563 D'Onofrio Drive, Madison. Wisconsin 53719)" JOR P,1TH. C:ITF£-L0KV6RS11251fPHIRRRC4 Eng. ,lob: Dwg: Dsgur- TLY Cllk: WO: BBR Truss ID: B Date: 6-27-02 TC. Live mm psr DurFac - Lbr: 1.25 TC.Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing:. 24.0" 13C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02-02- 15171- 2 HCS: 0KA?.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dtsclaans any responsibility for damages as a result of faulty or incorrect Information, specificallons and/ur designs furished to the truss designer by the client and the correctness or accuracy If this infonnaUon as It may relate to a spe- cific project and accepts no responsibldly or exercises no control with regard to fabrira- tion, handling, shipment and Installation of trusses. This truss has been designed as an andlvldual bullding component In accordance with AN 1-1995 and NDS -97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the 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 assurnes compression chords (top or bottornl 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 u spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASTM A 653. Cade 40, unless otlunvlse 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 fur such veri- fication. Any discrepancies are to be put in wrong before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be of for tight fitting wood to wood bearing. Co, ector plates shad be located on both faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A fixe plate is 6" wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web numbers shall meet at the ccntrold 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 9uality, Control refer to ANSI/TPI 1-1995 . PRECAUTIONARY NOTES All bracing and erection recommendations are to be followd in accordance with "Handling InstaWng &'B racing'. 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- Man and for resisting lateral forces shall be designed and Installed by others. Careful hand- hng Is essential and erection bracing Is always required. Normal precautionary action for trusses requims such temporary bracing during InstallaL[on between trusses to avoid toppling and dominoing. The supe -...n of erectlnn of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concent -tion of construction loads greater than the design loads shall not be applied to trusses at any lane. No loads other than the weight of the erectors shall he applied Lo trusses until after ad fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 274# Support 2 111# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.261' MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 4-5-4 0-4-1 1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the compositeresult of multiple loads. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp -Cat. B, Kzt= 1-0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI --BC ... FORCE ... CSI 1- 2 -2229 0.22 10- 9 2085 0.57 2- 3 -1791 0:17 9- 8 1645 0.33 3- 4 -1645 0.08 8- 7 2085 0.57 4- 5 -1791 0.17 5- 6 -2229 0.22 4X6 4X6 TI: B I QTY:1 ' Locations==============_ 1) 0- 0- 0 5) 14-11-13 9) 9- 1- 8 2) 5- 0- 3 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 10-10- 8 MAX-, REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 706 136 -274 BOT PIN 19-10- 4 706 0 -111 BOT H -ROLL 0-3 2.50 1 706# 3.50" 11-0-0-0 RO-11-9) I I 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Iaron a Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 - 1890GREENBROOii CT.OVIEDO.FL 32766 Design: Matrir Anolysis WAKNINU: READ ALL NOTES ON THIS SHEET - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bmang, portal bracing or sanilar bmcing which Is a part of the budding design and which must be considered by the building designer- 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 HIB -91 of TPI). Truss Plate Institute, TPI. Is located at 583.D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: CATEE-LOKVOBS1125,1fPHIBBRC4 L x_50 1 7 706# Dwg: , f3. 50" I f— I (RO-11-9) Dsgnr: TLY scale = 0.3045 Eng. Job: Dwg: , Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.,0 psf TOTAL 33.0 Dsf Truss ID: B 1 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA tiro ru, m n, JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE: TI: B2 QTY:2 " DESIGN INFORMATION This design is for an individual building TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4, SP #2 MULTIPLE LOADS -- This design is the Joint Locations==============_ component and Information intormaon WEBS; 2x4 SP #3 composite result of tm.tltiple loads- - 1) - 0- 0- 0 4') -14- 5-13 7).10- 0-- 0 pro dd<d by the clietiennt.t. The designer disclaims All COMPRESSION Chords are asstuned to be 2) 5- 6- 3 5) 20- 0- 0 -8) 0- 0- 0 any responsibility for damages as a result of PROVIDE UPLIFT CONNECTION "SCHEDULE: continuously braced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- 0 faulty or incorrect infomlation.specifications PER Wind Case- ASCE 7-98, C&C, V= 125niph, Support 1 , 359# MAX . REACTIONS PER BEARING LOCATION----- and;ordesignsfumished to the truss designer by the client and the correctness or accuracy Support 2 359# H= 22.0 ft, I= 1.00, Exp -Cat. B, Kzt= 1.0 X -Loc Vert Horiz Uplift Y -Loc Type of this trdomration as it nlay relate to a.spe- MAX LIVE LOAD DEFLECTION: Bld Type= Enol L= 40.0 ft We: 20.0 ft Truss 0- 1-12 705 0 -359 BOT 'PIN cRle prgect and accepts nor<sponslblllty or L/999 in INT zone, TCDL= 4 . 2 psf, BCDL_ P - 6.0 psf 19-10- 4 705 0 -359 BOT H -ROLL cis" no control with regard to fabrics- L=-0.13" D=-0.13" T=-0.26" Impact Resistant Covering and/or Glazing Req Lion. handling, shipment and installation of misses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE... CSI _.BC... FORCE CSIindividualbuddingcomponentInaccordancewdthT= 0.16" 1- 2 -2194 0.28 8- 7 2053 0.59ANSI/TPI I-1995 and NDS -97 to be Incorporated building MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -1685 0.18 7- 6 2053aspartofthedesignbya.Building Designer (registered architect or professional T= 008" 0.59 3- 4 -1685 0-18 engineer). when reviewed for approval by the RMB = 1.15 4- 5 -2194. 0-28 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 shmm, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are cuntinu- usly braced by sheathing unless olherwlse specified. Where bottom chords in tension are not fully braced laterally by a property applied dgld ceiling, they "should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be ma- actured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless oth—f- shorm. j 0-0-0 10_0-0 j 4 5FABRICATIONNOTES Prior to fabrication, the fabricator shall review 2 1 $ 00 this drawing to verify that this drawing Is In 5.00 conformance with the fabricator's plans and to realize a continuing responsibility for such veil- 4X6 fiatlon. Any discrepancies are to be put in uTlting 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 shad be located on both faces of 2X4 2X4thetrusswithnailsfullyImbeddedandshallbe sym. about the Joint unless othenwlse shown. A 5x4 plate Is 5" wide x 4" long: A 6.x8 plate is 6' 4-10-4 4-6-1widex8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs 0-4-1 6X8 unless otherwise shown. Connector plate sizes 00-4-1. are minUnum sizes based on the forces shorn and may need to be Increased for certain hand- ling and/or erection stresses. This inrss is not to be fabmricated with fire retardant treated lumber 3X6 unless otherwL a shown. For additional 2-0-4 3X6Won. iron on Quality Control refer to ANSI/TPI 1-1995 2.50 I -2.50 PRECAUTIONARY NOTES 038 03" 8_ All bracing and erection recommendations are to be followed in accordance with "Handling 9_8_8 _ installing & Bracing', HIB -9l. Tnisses are to I i 9_8_8 be handled with particular care during banding 8 and bundling, delivery and tnstadatlon to avoid 706f/ 3.SUn 6 damage. Temporary and permanent bracing for holding 706#/ 3.50" tmsses N a straight b pos- Itlun and for resisting lateral forces shall beforceshall designed and installed by others. Careful hand- 1-0-0 RO-11-9) I I 20-0_0 Wrg is essentW and erection bracing Is always required. Norval for EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 RO-I1-9) precautionary action trusses requires such temporary bracing during C8)C = 0.3045 YYARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W : BBR 4. Cinstallationbetweentrussestoavoidtoppling and dominoing. The supervision of erection of trusses shad be under the control of persons S)/Ste i1SjarondaTrussACOPYOFTHISDRAWINGTOBEGIVENTOERECTINGD`yg: ID: experienced in the Installation of trusses. Professional advice shall be sought if needed. CONTRACTOR. DSgnI': TLY Ctilc: Date: 6-27-02 Concentration ofstrocllloads greater 4005 MARONDA WAY TC Live 16.0 psi DurFae - Lbr: 1.25thanthedesignloadsshadnonotbeappliedto trusses at any time. No loads WARNING: the, than the weight ol'the erectors shall applied to ANFO RU, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bractng or similar bracu,g TC Dead 7.0 psf DurFae - Pit: 1.25 trusses until after ad fastening and bracingin L completed. 407) 321-0064 Fax (407) 321-3913 which is a pan of the building design and which must be considered by the buddmg designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. ProvmProvisionsnsl be - BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. bracing 13C Dead Desi n Criteria: TPI9AdditionaloftheoverallsWcturemayberequired. (See HIB -91 of TPI). 10.0 psf LICENSE. #0050068 Truss Plate Institute, TPI. Is located at 583 D'Onofno Drive. Madlson, Wisconsin 53719). Code Desc: FLA 11390 GREENBROOK CT.OVIEDOSI-32766 r NOTAL 33.0 PSI, V:06.02.02- 15173- 317 tiro ru, m n, DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims - any resp—slbWty, for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer bV the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsIbUdy 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 11995 and NDS -97 to be incorporated as part of the budding design by a Building Deslgner (registered architect or professional engineer). When 'reviewed for approval by the building designer, the design loadings showm 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 bolloml 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 in—Imum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise sho-rn. FABRICATION NOTES Prior to fabdcal.ion. the fabricator shall review this dawdng to verify that this d—ing Is In conformance with the fabricators plans and to value a continuing r ponsibtllty for such w'e ri-- fication. Any discrepancies are to be put in wTiting before culling or fabrication. Plates shall not he Installed overknotholes, 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 syrn. 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 (moles) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless othenwise 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 file retardant treated lumber unless Otherwise showTn. For additional infonnatlon on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recoinmmndallons 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 installationto avoid damage. Temporary and pennanenl 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 dommaing. The supervision of erection of tnnsses shall be under the control of persons perenled in the tnstallallon of trusses. professional advice shall be sought if needed. Concentration ofconslrudlon loads greater than the design loads shall not beappliedto 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: BAYBURY C 4 TOP CHORDS: 2x4 BOT CHORDS:2x4 WEBS: 2x4 AC: -10# UPLIFT D.L. SP #2 SP #2 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support l 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL'LOAD DEFLECTION: T= 0.16', MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" ' RMB = 1.15 4-10-4 0-4-1 2 n WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf,'BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2212 0.29 8- 7 2072 0.60 2- 3 -1693 0.18 , 7- 6 .2060 0.59 3- 4 -1692 0.18 - 4- 5. -2201 0.28 4X6 TI: B3 QTY:1 Joint Locations= 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 6 2) 5- 6- 3 5) 20- 0- 0 8) 0 0- 0 3) 10- 0- 0 6) 20- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT H -ROLL 5.0 2.50 1 2.50 0-3 8 0-3-3 8 9-8-8 9-8-8 61 659# 2.50" 707# 3.50" 2 0-0-0 EXCEPT AS SIIOVVN PLATES ARE TL20 'GA TESTED PER ANSI/TPI 1-1995. RO-11-9) scale .= 0.3190 WARMING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBR 4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Di g: Truss ID: B3 j CONTRACTOR. Dsgnr:, TLS' Chk: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1:25 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracingwhichisapartofthebuddingdesign TC Dead 7.0 psf DurFae - Plt: 1.25 407) 321-0064 Fax (407) 321-3913 and which must be considered by the building designer. Bracingwinisforlateralsupportoftrussmembem.only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.011 TOMAS PONCE P.E. ma be re locations determined by the budding designer. made to anchor laical bracing at ends and mayAdditionalbatingoftheoverallstrvctur<niay be required. (See HIB -91 of TPII. BC Deal) 10.0 Design Criteria: TPI91..1CCN$L HDO500(g Tnnss Plate institute, TPI. Is located at 583 D Onofrio Drive. Madison, Wisconsin 537 1% psf De$e: FLA1890GREENBROOKCT-OVlED0.FL32766 TOTAL 33.0 Design: Maim ;lndfyris JOB PATH: C.-ITEE-LOKUOB51)'C,ilPHIB.9RC psf V:06.02.02- 15174- 32 HCC: 0i n? n? DESIGN INFORMATION f This design is for an individual bu lding component and has been based on information provided by the client. The designer disclaims I any responsibility for damages as a result of I faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Informallon as 11 may relate to a spe- cific project and accepts no responsibility or S exercises no control with regard to fabnca- Q tion, iEInstallationhandling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with SNSI/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 desigger,.the design loadings shown most ecListbechked to be sure that the data, shown re in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top orbottom)are continu- ously braced by%sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid --ung, they should be braced at a maximum spacing of IU -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- Fication. Any discrepancies are to be put in wasting before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cul for Light filling mvood to wood bearing., Con- nector plates shall be located on both faces of the miss with ..it, fully imbedded and MWI be syan. 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 re minimum sizes based on the forces shown mayandmay need to be increased for certain hand - ng and/or erectlon stresses. This truss is not to be fabn-ted with fire retardant treated lumber unless otherwise shown. For additional Informatlon 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 to 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 tmsses to avoid toppling anddominoing: The supervision of erect"" of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. ConcentmLion 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: BAYBURY C 4 AC: 16 UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L= -0.13"D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" - RMB = 1.15 4-10-4 0-4-1 F-5 WO: BBRC4 I WE: MULTIPLE LOADS __This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise - Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22:0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2212 0.29 8- 7 2072 0.60 2- 3 -1693 0.18 7- 6 2060 0.59 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 TI: B4 QTY:2 Locations=============== 1) 0- 0- 0 4). 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 20- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1- 4 658 0 -262 BOTPIN 19-10- 4 707 0 -359 BOT H -ROLL a 5.00 2.50 ) 14-0-8 2.50 03 0-3-8 I 988 _ 8 9-8-8 6591/ 2.50" 61 707# 3.50" - 0- . I I 1COSMETICATES (16) 2%4 20-0-0 0 RO-11-9) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3190 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //0050068 1890 CREENBROOK CT OVIEDOYL-32766 Design: Matrix Analysis VVAKI411Vli: READ ALL NOTES.ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR.' BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bracingshomvnisforlateralsupportoftrussmembersonivtoreducebucklinglength:. Prodslons most be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be requtmd. (See HIB -91 of TPI[. 1'Darss Plate Institute. TPh is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. JOB PATH:- C:ITEE-LOKUOBSI(25,bfPHIBBRC4 Eng. Job: Dwg: Dsgnr: TLY Cbk:". TC ,Live 16-0—p., f TC Dead 7.0 psf 13C Live 0.0 psf 13C Dead 10.0 psI TOTAL 33.0 psf Truss ID: B4 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15175- 33 DESIGN INFORMATION This design Is for an Individual building component and has been based on information prodded by the cllenl. 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 Lltls Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- Ij Ilon. handling, shipment and instillation of trusses. This truss has been designed as an individual building component In accordance withIANSI/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 withthe local building codes, local climatic records for wind or snow loads, Project spectflcations or special applied Toads: Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at 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 Ln conformance with the fabricator's plans and to realize a continutng responsibility for such vert- catlon. 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 Light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss wash nails fully Imbedded and shall be sy m. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x6 plate is 6" wide x B" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenLruld of the webs unless otherwise shown. Connector plate sizes re mLOU— sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This Lruss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guadty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstailLng & Bracing", HIB -91. Trusses are to be handled with .particular care during banding and bundLLng, delivery and Indo Ration to avoid damage. Temporary and permanent bracing for holding hisses 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 ahcays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and doniinoing. 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. Concentratlon 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 unul after all fastening and bracing I, completed. JB: BAYBURY C 4 TOP CHORDS: 2.4 130T CHORDS: 2x4 WEBS: 2x4 AC: 10# UPLIFT D.L. SP #2 SP #2 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 591# Support 2 327# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-7-6 0-3-13 A- WO: BBRC4 WE: MULTIPLE LOADS -- This design is the coirtposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1251Tph, H= 22-0 ft, I= 1.00, Exp.Cat. B, Kzt= 1-0 Bld Type= Encl L= 40.0 ft W= 9.9 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- 2 756 0.56 5- 4 -878 0.43 2- 3 -46 0.39 TI: H OTY:3 1). 0- 0- 0 3) 9-10-13 5) 0- 0-0 2) 5- 5- 0 4) 9-10-13 TOTAL DESIGN LOADS --- Uniform PLFFrom 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- 2- 8 208 231 -591 BOT PIN 9- 9- 0 423 0 -327 BOT H -ROLL 3 3-2-13 9-10-13 209# 4.95" 4. 1-5-0 1 423# 2.50" 1114-11) 1 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIlTPI 1-1995 scale = 0.5812 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W : BBRC4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%`9: Truss ID: H CONTRACTOR. Dsgnir: TLY Chlt: Date: 6=27-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf. DurFac - Lbc 1.25 Bracing shown on this dr—frig is not erection bracing wind bracing, portal bracing or similar bracingSANFORD, FL. 32771 which Is a pan of tile buddingdesign g TC Dead 7.o psf DurFac - Pit- 1.25 shown is for lateral support tri and which must ed ce bueredgy ngt budding designer. Bracing407) 32t-0064 Fax (407) 321-3913 pport of truss members only to reduce bucAltn length. Pivrisi"na nnnt beto BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure nm • be rerequired. [See HIB -91 of TPI[. BC Dead 10-0 psf Design Criteria: TPILICENSE #0050068 h'nrss Plate Institute; TPI, Is located, at 583 D'Ono(no Drive, Madison. Wisconsin 53719E 1690 CREENBROOK CT.OI'IEDO.FL 32766 CodeCode Dese: FLA Design: Almrir Analysis TOTAL 33.0 psf V:06.02.02- 15218- 6JOBPATH: C:ITE6LOKVOBSIlsafPHIBBRC4 RCS: 06.02202 - DESIGN INFORMATION This design is for an Individual building component and has been based on information prodded by lire client. The designer d(sdaims any responsibility fin- damages as a result of faulty or incorrect informal.lon, speclficalions and/or designs furnished to the truss designer by the client and the correctnessor 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 Imss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS797 to be Incorporated as part of the building design by a Building Designer (registered architect or professtonal engineed. When reviewed for approval by lire 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 speciflrations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom. chords In tension are not fully braced .laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. G ode 40. unless othcnvmse shown. - FABRICATION NOTES Prior to fabrication, the fabricator shall review flits drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- flcallon. Any discrepancies are to be put in wviling before cutting or fabrication. - Platesshall not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be Byrn. about the joint unless olhenvlse shown. A 5.4 plate is 5" wide x 4" long. A 6x8 platers 6- ide x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless othenvlse shower. 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 tnfortnaLion 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 bonding. delivery and Installation to avoid damage. Temporary and pemnanent 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 pre,cauu.—y 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 B needed. Concentration of construction loads greater than lire design loads shall not be applied to trusses at any One. No loads other than the welghl of the erectors shall be applied to trusses until after all fastening and bracing 1s completed. . . JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x4 SP 1 D WEBS: 2x4 SP 3 BEAR. BLK: 2x6 SP 2. Shim or wedge if necessary to achieve full bearing. 352# 1.50" e e 9-4-8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 596# Support 2 306# PROVIDE HORIZONTAL CONNECTION. PER SCHEDULE Support 1 225# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.00" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-7-6 0-3-1.3 I WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This des ign_is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1:0 Bld Type= Encl L= 40.0 ft W= 9.4 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 1512 0.78 5- 4 -1601 0.88 2- 3 -136 0.36 2 TI: HI CITY:2 1) 0- 0- 0 3). 9- 4- 6 5) 0= 0- 0 2)' 5- 5- 2 4) 9- 4- 8 TOTAL DESIGN LOADS ------------ Uniform PLF. From PLF To TC Vert L+D 0 0- 0- 0 -83 9- 4- 8 BC Vert L+D 0 0- 0 0 -36 9- 4- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 9- 9- 4 352 0 -306 TOP H -ROLL 0- 2- 8- 200 225 -596 BOT PIN Q 1-11-0 0-1-3 L T 1-3-14 1.77 ) 0-4-iJ 5 q 201# 4.95" 352# 1.50" e e 9-4-8 064 RI -4-11) RIl-S-S) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5813 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W - BBRZ77 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dti'g: Truss ID: H 1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clic: Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Dmetng show -n on this drawing is not erection bracing, wind bracing, portal buacing or sioular bracing TC Dead 7.0 psf. Durfae - Pit: 1.25 SANFORD, FL-. 32771 Fax which Is a part of the building design and which must be considered by the building designer. Bracingn shown is for lateral 11C Live 0.0 O.C. Spacing: 24.0407) 321-0064 (407) 321-3913 TOMAS PONCE P.E. support ofinuss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at. ends and specified locations determined by the budding designer. Additional bracing of the be TPII. 13C Dead psf 1.0.0 P$f Design Criteria: TPI LICENSE #0050068 overall structure may required, (See HIB -91 of - Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK CI'.OVIEDO.FL32766 TOTAL 33.0 psf.. V:06.02.02- 15220- 6 Design: Marra Annlysis JOB PATH: C:ITEE-L0KUOBSl125A1P1/IRBRC4 NCC ni; m m - I JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE: 1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 TL I 61TY:1 This design is for an individual building BOT CHORDS: 2x8 $P #1 D MULTIPLE LOADS ---This design is the Joint Locations========= -_-__ Locations==__ component and has been based on Information WEBS: 2x4 SP #3 Composite result of multiple loads. 1) 0-` 0- 0 3) 7- 0- 0 i pry ided— p by the diene The designer This 1 -PLY truss designed to All COMPRESSION Chords are assumeded to be 2) 7 - 0- 0 4) . 0- 0- 0 s any responsiblllly fo d mag asaresultafresultof faulty or/ ord Incorrect information specifications carry 201 011 Span, framed to BC one, continuously braced unless noted otherwise. face and/o a slgnsrfurnished lu sedu designer t 2' 0" span split -framed to Wind Case- ASCE 7-98, C&C, V- 125mph, Opposite face H= 22.0 ft, I= 1:00, TOTAL DESIGN LOADS ------------ eel. - ayhythlent anionits it Exp.Cat. B, Kzt= 1.0 Bid. Type= Eifel L= 40.0 ft Uniform PLF From PLF To Iofinformation tatss PROVIDE UPLIFT CONNECTION PER W= 7.0 ft Truss SCHEDULE:. - in TC' Vert u+D 46 0.- 0- 0' -46 ' 7- 0- 0projectcepls .resp. IbEdEymaspe- resp n ore Support 1 209# INT zone, TCDL= 4.2 psf, BCDL= 6.-0 psf BC Vert L+D 312 0- 0- 0 -312 7-'0--0enore .Pncexernr an li control with regard to ration o andSu tion handling• shipmenthasbeen designation of ort 2 290# Impact Resistant Covering and/or Glazing Re5 4. MAX. REACTIONS PER --BEARING -LOCATION ----- trusses This truss has been designed as an MAX- MALIVE LOAD DEFLECTION: FORCE X -Loc Vert Horiz Uplift Y -LOO Type individual building component m accordance wi In L/999 TC.....•CSI --BC-..FORCE:..CSI 1- 2 0- 1-12 1253 169 "-209 BOT PIN ANSI/TPI 11995 and NDS -97 to he incorporated L=-0.,08^ D=-0.08^ T=-0.16° 79 0.58 4- 3 0 0.77 6-10- 4 1253 0 -290 BOT H -ROLLBetidingDpartofthebetidingdesignbyorDesigner (registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: engineer) when reviewed for approval by the . T= 0.091, building designer, the design loadings shown MAX HORIZONTAL. LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0.04" are do agreement with the local building codes: i- lacal climatic records for wind r snmv. loads, RMB. = 1.00 proJecl specifications or special applied loads. Unless shown -truss has notbeen designed for storage or occupancy.. loads. The design assumes - compression chards (top or bottom) are conllnu- ously braced by sheathing unless otherwise i 7 Q specified. Where bottom chords in tension are not f Ily braced laterally by a'properly applied i - rigid c Ihng, they should be braced ata maximumspacing of 10'-0" o.c. Connector nplatesshallbemanufacturedfrom20gaugehot dipped galvanized steel meeting ASTh1 A 653. Grade 40: unless otherwise shown. 2X4 FABRICATION NOTES Prior to fabrication• the fabricator. shall review this drawing to verify that this drawing is In cont with the fzbricaorl's. plans and to realize a continuing responslbnLLv for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. - Plates. shall not be Installed over knotholes. Mots or distorted. grain: Members shall be cut for tight filling wood to wood bearing. Con- 3-3-.1nectorplatcsshallbelocatedonbothfacesof lie trusswithnails fully imbedded and shall be 3-3-1 syn. about the joint unless otherwise shown. A- 5.x4 plate is 5" wide x 4" long. A 6x8 plate Is 6": wide x 8" lung. Slots (holes) run parallel to- the plate length specified. Double cuts on web members shall meet at the ntrold of the websce we olestherwise shown Connector plate sizes 0_4-1 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 lo be fabricated with fire retardant treated iumb r unless otherwise shown For additional information on Quality control refer to ANSI/TPI 1 1995 3X6 PRECAUTIONARY NOTES All bracing and erection recorrurneanda lions are to be followed In accordance with "Handling I IInstalling & Bracing'. HIB -91. Trusses are to Q_Q be handled with particular care during banding and bundling,.: delivery and Installatlon to avoid 3damage. Temporary and permanent bracing 1254# 3.50" . - - for holding trusses in astiaigl t and plumb pos- 1254# 3.50'- tion and for resisting lateral forces shall be Q_QdesignedandInstalledbyothers. Careful hand- 1 - - Zmgls sential and e ection bracing 1s always required. Normal -p ecautionary action for EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER' ANSI/TPI 1-1995 trusses requi— such temporary bracing during SC.9 e = Q-6451 Installation between sussestoavoid toppling d domtnomg The supervision WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBR 4oferectiono(' t perlcnced ntbe wdertheconlolofpersons e¢penenced N the Installation f trusses jaronda Syn tem A COPY OF THIS DRAWING TO BE. GIVEN TO ERECTING D`vg: - Truss ID: 1. -. Professional advice shall be sought if needed. Concentration CONTRACTOR: - Dsgflr: TLY Criit: Date: 6=27-02ofconstruticonloadsgreater than the design loads shall not be applied to barsses at anytime. No loads 4005 MARONDA WAY BRACING WARNING: - TC Live 16.0 psf DurFae - Lbr. 1.25otherthanthe weight f the eyed hall be appued to lrusse SANFORD,' FL. 32771 Bracing showan on this drao.in -t crtruon bra cingasnr g, wind bractng. purlalbmcing orsm dl bracingl'ICJa Part or the building TIC Death 7.0 psf DurFae - PIt: 1.25Wafterallfasteningandbracing s completed. 407) 321-0064 Fax (407) 321-3913 design and which est be considered by the building d -Ig er Bracingshall, t Iteral support of truss membersmy to reduce buckling length: Pronasions BC Live 0.0 O.C-Spgeing: 24.0'r TOMAS PONCE P.E. must be made to anchor lateral bracing a t ends and - - Q pebe re locations deHIB-9 ed hythe huddmg designeeAdditionalbracingofthetructuremayherequired (See.H1B-91 TPI). ' i3C Dead 10.o psf Design Criteria: TPI LICENSE.#0050(168 of Truss Plate Institute. TPI. Is located at 533' D Onofro Drive, Atadisen, Wisconsin 537191. Pse Code Desc: FLAIII.. REENBROOlilsis ' IEDO.FL32i6G TOTAL TOTAL 33.0gn: MatrixDesign: hlmrir Atmlysis - JOB P4TH: p z LpsfV.-06.02.02- 15178- JV DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the dent. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a ape- ciffc project and accepts no responsibility or ercises no control with regard to fabrica- uon, handdng. shipment and Installation of trusses. This truss has been designed as an I mdlvidual 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 i engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown re In agre ens eswiththelocalbuildingcod, local climatic m 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- usly braced by sheathing unless othemdse specified. Where bottom chords to 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 odiemdse shown. FABRICATION NOTES Prior (.o fabrication. the fabricator shall review this drawing to verify that this drawing Is In onforma a wilh the fabricator's plans and tot realize a con muing responsibility for such vers- ficalion. Any discrepancies are to be put 1n a.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 onboth faces of the truss with nails fully Imbedded and shall be syru. about the)ofnt unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" I 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 t unless otherwise sho.vn. Connector plate sizes are minimum sizes based on the forces shown and may need le be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fine retardant treated y lumber unless othenvtse shown. For additional I information on (Quality Control refer to I ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recornmendatlons are to be followed in accordance with "Handling Instalung a, 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- tion and for resisting lateral forces shall be designed and Instal ed by others. Careful hand- ling is essential and erection bracing 1s 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 russes. 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: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case— ASCE 7-98, C&C, V= 125mph, He: 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.001, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.001, RMB = 1.15 3-7-4 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -59 0.44 4- 3 -1 0.32 00 TI: J QTY: 18 Joint Locations=============== 1) 0- 7-12 3) 7- 0- 0 2) 7- 0- 0 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 6-10-12 150 51 -99 TOP PIN 0- 1-12 275 66 -198 BOT PIN 6-10-12 82 0 -7 BOT H -ROLL 3-3-1 Attach R7th (2) 10d Toe -Nails Attach ivith (2) 10d 'roe -Nails rl 7-0-0 4 275#/ 3.50" 3 1-0-0150## .501, 7.0.0 82# 2.50 110-11-9) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports CIL: 6-10-12 PP scale = 0.5829 Maronda Systems 4005 MARONDA WAY SANFORD, Fl_. 32771 407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E- LICENSE #0050068 1890 GREENBROOII CT.O'AEDO.FL32766 Design: Af"irn Analysis YVAKNINU: 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. poral bracing or sirndar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss memhers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be requbed. (See HIB -91 of TPI) IT— Plate Institute, TPI, is located at 583 Donofrio Drive. Madison. Wisconsin 53719). JOB PA7H: C:ITEE-LOKUOBSU25MPHIBBRC4 Eng. ,lob: Diyg: Dsgnr: TLY Clik: WO: BBRC4 — Truss ID: J Date: 6-27-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC, Dead 7.0 psf DurFac - Pit: 1.25 BC Live ti.o psf O.C- Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 15179- 3 11CS: fXi.03.02 DESIGN INFORMATION This design Isfur at, individual budding component and has been based on information prodded by the client. The designer disclaims any responsfbidly for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctnessor accuracy of this 111.. aunn as It may relate to a spe- clfle project and accepts no responsibility or exercises no control with regard to fabrica- t1on, handling, shipment and installation of tntsses.This truss has been designed as an Indh9duaI building component In accordance with ANSI/TPI 1-1995 and NDS -97 to be incorporated as part of the budding design by a Budding Designer (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. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 553. 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 responsibWly for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Platesshall not be installed over knotholes. knots or distorted grain. Rlembem shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of thetruss.illi nails hilly Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5s4 plate is 5" wide x 4" long. A 6.18 plate Is 6" wide x 8" long. Slots (holes)'run parallel to the plate length specified. Double cuts on web embers shall meet at the cenLid of the webs unless otherwise shown. Connector plate sties a e minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Isnot to be fabricated with fireretardant treated limber 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.'defvery and installation to ayotd damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for msLsting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during' installation between trusses to avoid loppling and domtnoing. The supervision of erection or trusses shall be under the control of persons experienced in the installation of busses. Professlonal advice shall be sought If needed. Concentration of ce nslr,niton 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 Lsseuns til after all fastening and bracing Is completed. _ JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords°are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# MAX LIVE LOAD DEFLECTION: L/603 at Mid -panel # 1 L=-0.14" D=-0.14" T=-.0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 0-4-1 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE'7-98, C&C, V= 125mph; H= 22.0 ft, I= 1:00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 -59 0.44 4- 3 -21 0.32 n TI: J 1 BTY:2 Locations_______________ 1)1- 0 6 3) 7- 0- 0 2) 7- 0- O 4) 1- 0- 6 MAX. REACTIONS.PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 6-10-12 150 51 -99 TOP PIN 0- 1-12 275 67 -198 BOT PIN 6-10-12 82 0 -7 BOT H -.ROLL Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails 6-8-8 I' 4 275# 3.50" 3 151.# 2.50" 1-0-0 e 7-0-0 - 82# 5071 L_ 110-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 PP scale = 0.5829 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job:. W : BBR 4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D71'9: Truss ID: JI CONTRACTOR. Dsgur: TLY Clik: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf Durfac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is apart of the building design and which must be considered by the building desBracing TC Dead I 7.0 psf DurFSDurFae - PIt: 1.25igner. 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Prowdsions must be tic live 0.0 psf rl 24.0rtSpacing: TOMAS PONCE P.E. made la anchor lateral bracing at ends and specified locations determuued by the building designer,DeSIAdditionalbracbtgoftheoverallstricturemayberequired. (See 1118-91 of TPI). BC Dead 10.0 psf n Criteria: TPI LICENSE #0050068 - frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1 Code Desc: FLA 1690 CREENBROOK Cr.0VlED0.FL32766 NOTAL 33.0 psf V:06.02-02- 15180- 3 Design: 6fatar Anvluis JOB CATH: C.ITEE-1-0h'IIOFSII2SA/PHIRBRC9 I JB BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 IDESIGNINFORMATIONTOPCHORDS: 2x4 SP ' #2 WE: TI: J2 QTY 2 This design is for an mdlvidual building component land has been based on In(orrnall°n BOT CHORDS: 2x4 SP #2 - WEBS: Analysis based on Siluplified Analog 2•fodeL. MULTIPLE. LOADS -- This Joint Locations 4 ovidedprovided by the client- The. designer disclaims any respinsmrect 2x4 SP #3. BEAR. BLK: 2x4 SP design is the CC¢IIpOSltereSlllt Of multiple loads. P 1) '- 0-' 0- 0 3) 2) 6- 6.- 8-. 8 4 in rmati es as aresut' of and/ °renignsfulnishedtfothetru. desins and/or designs 3 Shim or wedwedge if necessary to All COMPRESSION Chords are assumed to beachievefull- continuously braced unless 8- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION ----- 9ii theceditthetrussdesigner by the client and the corteclness or accuracy bearing. MAX LIVE LOAD DEFLECTION: noted otherwise. Wind Case- ASCE 7-98', V 125 hC&C, -6-10-12 X -Loc,- Vert Horiz Uplift Y -Loc Type of this Information — it may relate to a silo- L/999 H= 22.0 ft I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 1-12 L L exercises noconti ) withepts oresponsibWiyor exercises no control with regard to fabrica- L=-0.02" D= 0.-00" T=-0.02" Bld Type= Enel L= 40.0 ft X 6.7 ft Truss 273 180 PROVIDE UPLIFT. CONNECTION 307 OT PIN PER Lion. Bandung, shipment and. Installation of MAX .HORIZONTAL TOTAL 'LOAD in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf. DEFLECTION: Support -1 3D7# SCHEDULE: - trusses. This truss has been designed as an T= 0.01" - Impact Resistant Covering and/or GTazin Reg $ SuSupport 2 - 266# mcilvldual building component in accordance with ANSI/TPI IwI995 and NDS -97 to be Incorporated MAX HORIZONTAL LIVE LOAD" DEFLECTION: •.TC ... FORCE.. as part of the building design by a Budding,. Designer (registered architect or professional T='0.011, CSI ..BC... FORCE ... .CSI 1- 2 - -149 0.42 4- 3 -123 0.3 0 p engineer). When reviewed for approval by the RMB = 1. YS - building designer. the design loadings shownimustbecheckedtobesurethatthedatashown are in agreement with the local building codes.- local climatic records for wind or snow loads,- pmJect specifications or special applied loads. t Unless ihowq truss has. not been designed for storage or occupancy. loads. The design assumes. compression chords flop or bottom) are connnu-- ously braced by sheathing unless otherwise- specified- Where bottom chords In tension are not fully bmced laterally by a properly applied rigid ceWthey should be braced. at a 2 Attach with (4)ng, maximum spacing of 10'-0 o c platys shall be manufactured from 20 O ltd Toe -Nails gauge hot dipped galvanized steel meeting ASTM A 653, r Gmde 40, unless otherwise shown. - FABRICATION NOTES 6X8 Prior to fabrication, the fabricator shall retycw this drawing to verify -that this drawing ism T- eonformnnee with the fabricator s plans and to realize a continuing responsibility for such ver(- fieation. Any discrepancles are to be put'in 1-11-0writingbeforecuttingorfabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cul for Light fitting wood to wood bearing. Con-. O 1-O neclor plates shall be located on both faces of 3-7-4 t the truss with nods fully imbedded and shall be I sym. aboutltteJomt unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8: plate is 6' wide x 8" long slots (holes) runtparallel to 2X4 - the plate length specified Double cuts on web 0-4-1 3X6. members shall meet at the centroid p the webs shown Connector plate suesunless othum is, sizes Q-1 Attach Ivith (2) arc minimum sizes based the forces shown 10d Toe -Nails s1 and y need t be increased for certain hand -- se ling d/or er atlon Thisstresses. truss is not t 7 3X4 lumber unless otherwise. shown. For additional information on Quality Control refer to ANSI/TPI I-.1995 2.59_j PRECAUTIONARY NOTES 3-8 I I All bra Ing and erection recommendations-vare to be followed m accordance with "Handling f I 0 3-8 In taller g SiBracing', H[B 91. Trusses are to be handled with particular care during banding. I 6-;-0- and bundling, delivery and installation to avoid 4 damage,Temporrryand permanent bracing for holding trusses In 273# 3.50" 3 a straight and plumb pos-. Itio• .des a e d for resisting lateral f1, es shall be t I _fl_p I - 226# 2.50" designed and installed by others. .Careful hand- ung 1 6 8 8t(0-11-9) - is conal d erection coonlng always req.ued. Noah 1 Precautionaryacuon for EXCEPT AS SHOWN PLATES ARE TT,20 GA TESTED PER ANSI/TPI 1-1995 RO-2-14) Lossses reclubrs such temporary bracing durtng Scale =." 0.5$29Installationel. Th trussestoavoidtopplingddmh uheccon n of erection of WARMING: READ ALL NOTES ON THIS SHEET.". EHg. ll b exiled cedin under thecontrolofpets°nsBusses. exp reel m the installationshallProfessional e i0nda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 106:trusse DWg: B B R 4 TrussLIID J2sog of "t be snngbl great ed. Con l tl n f eonstmcuon loads greater CONTRACTOR. Dsgnr: TLY Chk: Date: 6-27-02thanthedesignloadsaha" "nt be applied in t st anyt me. s° loads °utter than theighi 4005SA MARON DA WAY BRACING WARNING:-. TC Live 16:O psf UrFac - Lbr: 1.25wttheerctmhailbe as piled to trusses unit[ alter all fastening and bracing, SANFORD, FL. 32771 Bmeingshwwn on this d—Ing is not erection bracing. wind brach portal bracing. p g or sUndar bracingwhichisapartofthe.building design and which be TC 'Dead 7.0 psf DurFac - Pit: 1.25iisa°mpleted. 407) 321-0064 Fax (407) 321-3913 must considered by the building designer.. dtacing- sh T Is Cvr late -i support °f truss members only to reduce buckeling long h. Provisions must bemdtolateral BC Live 0.0 O.C. Spacing: 24.0" TOMAS PONCE P.E. anchor bracing al ends and specified locatlons determined by the building designer. Additi°nalbracingoftheoverallstructuremayberequired. psf Design1OO 1890 See H18 -9I ofTPi). truss Plate Institute, TPP; is located at 583 D'Onofrio BC newel 10.0 psf`' Criteria: TPI GREENBCREENBROOK CT.O\EDO,FL34%6GKCT.O Drive, Madison; Wisconsin 537191. COCl@ Desc: FLA. - Design: Matrix AwNsis JOB PA'TH: C.ITEE-LDKUOBSUS NPHIBBRC4 _ TOTAL 33.0 psi I V:06.02.02-.15181- 39 DESIGN INFORMATION This design is far an Individual building component and has been based on information provided b -v the client. The designer disclalnu any responsibility for damages as a result of faulty or incorrect bifonnallon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information — it may relate to a spe- cific project and accepts no responsibility or exercises 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 asswnnes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a imum spacing of 10'-0" o.c. Connector plates shallbe 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 eallze a continuing responsibility for such veri- fleatlon. Any discrepancies are to be put in wvrlLLng 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 tntss wvilh nails fully imbedded and shall be syur 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 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 recommenda Lions are to be followed In accordance vlLh "Handling Installing & 0—cing",'I1111-91. Tnuscs are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. 'temporary and permanent bracing for holding trusses in a straight and plumb pos- 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 m9uLres 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 buses. Professional advice shall be sought if needed. . Concentration of construction loads greater than the design loads shall not be applied to busses at anytime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. - JB: BAYBURY C4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION.- L/999 EFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# TC ... FORCE ... CST ..BC ... FORCE ... CST 1-.2 -42 0.23 4- 3 -1 0.17 I 5- Q TI: J3 QTY:6 Locations=====__======== 1) 0- 7-12 3) 5- 1- 8 2) 5- 1- 8 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 5- 0- 4 110 37 -75 TOP . PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 60 0 -5 BOT H -ROLL Attach with (2) 10d Toe -Nails 2-5-11 Attach with (2) 10d 'roe -Nails . 214# 3.50" 110# 2.50" 1-0-01_1_8I6 60# 2 50" R0-11-9) C/L: -0-4EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL.: 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK cT.0VIED0.FL32766 Design: Maim Armlysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcmg shown on thisdowing is not erection bracing, wind bracing, portal bracing or similar bracing which. is a pan of the building design and which must be considered by the building designer. Brcing shown is for lateral support of truss members only to reduce buckling 1-9111. Pen isions must be made to anchor lateral bracing at ends and specified locations determined by I.lie building designer. Additional bracing of the -email stn,eture may be required. (See HIB -91 of TPI(. Truss Plate Institute, TPI. is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). JOB PATH: CATEE-LOKU0BSI/25ti1PHIBBRC4 Eng. Job: Dwg: Dsgilr: TLY TC Live TC Dead 13C Live 13C Dead TOTA I, 16.0 psf 7.0 psf 0.0 psf' 10.0 psf 33.0 psf scale = 0.7443 Truss ID: J3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 - O.C. Spacing: 24.0" Design Criteria` TPI Code Desc FLA v-nA nq ni_ 1 F1 A9- A HCS: 06.02.02 2.50J JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE:": DESIGN INFORMATION TL -J4 QTY:4TOPc7loRDs: 2x4 SP #2 This design is tori individual building Analysis based'on Simplified Analog Model. __ ___________Joint Locations= ===-========== BOT CHORDS: 2x4 SP #2 comp ni and l s been based on information 6yfbikyf MULTIPLE LOADS This design --- gn is the 1 1- -0- 6 3) . -5- 1- 8AllCOMPRESSIONChordsareassumedtobecorrgiosite p r' Thad slant a .1Llofs, pro red an} responsibility for darnag s result of multiple loads. 2) 5- 1- 8 4) 1- 0-,6nucontinuouslybracedunlessnoted. otherwise. This truss is designed to bear 4_10.0 faulty or incorr ct information. specifications; Shim on multiple.' ----MAX;` .REACTIONS PER. BEARING LOCATION--.---' ' Wed r - , wedge if necessary to achieve full - supports. Interior bearing. locations Xand/or designs furnished to the tress designer by - should -Loc Vert- :Horiz, Uplift" Y -Loc Typebearing, - - . be marked on truss. Shim' or wedge if ": ' 5 0- 4. I the client and the correctness or accuracy- onhi info u it may, latetoaspe- 110. 38g . -75 TOP. 'PIN ` necessary to achieve full bearing. 0 1-12 213 49 -173 BOT PINpROVIDE.UPLIFT CONNECTION.PER SCHEDULE: - 'Wind Case- t Illi project ndacc-pl nor ponsiblityor ASCE 7-98, C&C, V=,125 h, 5- 01 4 59 0 tSupport1173#. - -5 BOT - H-ROLLerJsessocotrolwmmreadramrapnca- tion, handling, shipment'and Installation of H= 22.0 ft, I= 1.00, Exp -Cat. B, Kzt= 1.0 - - Support 2 75# Bld Type= Encl L= 40.0cassis. This wss has been designed as c . • individual building component In accordance e with ft W= •5. 1 ft TrussSupport35# in INT' zone, TCDL=. 4. 2 psf, BCDL= 6. 0 psfMAXLIVELOADDEFLECTION: ANSI/TPI IJ995 and NDS -97 to be incorporated Impact Resistant Covering .and/or Glazing Req, L/999 - I—1-0-0 1 as pad ofthe b ddingdesignby Buuamg Designer lregisteed. architet polessional L=-0:04" D=-.0.04" T=-0.08^ '"• - - TC..;.FORCE..-.CSI FORCE ' engineer). When reviewed for approval by the BC...... CSIMAXHORIZONTALTOTALLOADDEFLECTION: _ 1-: 2, 0.24buildingdesigner. the design loadings shown - 43 4- 3 -16 0.17T= 0.00" - _ - - - must be checked to-besure .that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: p- are - agreement with the local building codes, T= 0.00" local climatic records for wind or snow• loads, I - Project specifications orspecialapplied loads. Unless sho - I h RMB = 1.15 - - - can... russ as not beendesignedfor storage or occupancy loads: The design assumes compression chords (top or bottom) are continu- ously braced by ontinu- uslybracedby sheathing unless otherwise specified.- Where bottom chords in lenston are I 1notfullybracedlaterauybyaproperlyapplied rigid ceiling. they should be braced ata maximum spacing of 10-0"o.c..Connector _ plates shall be manufactured from 20 gauge hon 00 dipped galvanized steel meeting ASTM A 653, _ Grade 40, unless otherwise shown. Attach with (2) 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall reviewthisJawingtoverifyIlialthisdrawingisIn - - con( nce with the fabdcat rs plans and to real) continuing responsibility for such vert- fieati Any'dis repancies are to be put in writing before cutting or fabrication. - - Plates shall not be installed over k: ,tholes, nuts or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Co.- 2-9-14nectorplatesshallbelocatedonbothfacesof - r the truss with nails fully imbedded and shall be. syrri. about the joint unless otherwise shown. A - I 5x4 plate is 5" nide x 4" longA 6x8 plate Is 6" 0-4-1 and z 8" long. Slots Iholes) . n p - llet to _ the plate length specified. Double cuts on web" - 1-0-1.. Members shall meet at the centroid. of the webs - - - unles thery isConnector plate sizes are mlmum sizess based on the farces shown and may need to be increased for stints hand 3X4 Attach with (2) ting and eserectionstressThls truss is not LOd Toe -Naffstobefabricatedwithfieretardanttreated - ` lumber unless otherwise shown. For additional - information on Quality Control refer to - ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing anderection 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 astralght and plumb`pos- ition and for resisting lateral forces shall be designed and Installed by others Careful hand- ling is essential'and erection bracingis always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominbing. ,The supervision nl' erection of trusses shall be under th 'bo trol of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentra Lion 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 - hmsse,. until after all fasteningand bracing is -completed.. 2.50J 4_10.0 4 214# 3.50" 3 I—1-0-0 1 1110/1 2.50" 5-1-8 60# 2 50" R0-11-9) 1 EXCEPT AS SH0,1VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 C/L: 0-4 Over 3 Su orasPP scale =' 0.7443 WARMING: READ ALL NOTES ON THIS SHEET. Eng. Job: W : BBR 4 jaI 'Ochi _ Sys teMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg:. Truss ID: J4 CONTRACTOR. Dsgfir: TLY C1lk: Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: TC. Live 16.0 psf DurrF-ac - Lbr: 1.25 SANFORD; FL. 32771 Bracing shown on this drawing is not erects i bracing wind bracing, portal bracing or similar bracingwhichisapartofthebudngdsignhich TC Dead 7.0 psf Dia{frac' - Plt: 1.25 407) 321-006:4 Fax (407) 321-3913 and must be considered by the building designer.BracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglengthProvlsionsmustbe BC Live 0.0 psf O.C. Spacing: 24.0° TOMAS PONCE P.E. mad t ichor lateral bracing at ends and specified locations determined by the building designerAdditionalbracingoftheoverallstructuremayberequired. ISee HIB -9l of TPII BC Dead 10.0 DQSIf7n Criteria: TPIg LICENSE #0050068 " ' Truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). - - psf Code Dese. FLAP1890CREENBROOACf.01aEDO.FL37766 TOTAL 33.0 Psr. V:06.02.02-15103- 41Design: Morris Analysis JOB P4THC:ITEE-LCKIJOB.SII2-):IfPHIBBRCd rF I DESIGN INFORMATION This design is (,ran 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 crc Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this btfomrauon as It may relate to a spe- Ic project and accepts no responsibility or exec i es no control with regard to fabrica- tion. abrica- tion clsandting' 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 as part of the building design by a Building Designer (registered architect or professional engtncer). 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 climallc records for wind or snow loads. pr ject specloca lions or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless of henose specified, Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should he braced at a il -unum spacing of IO' -O" o.c. Connector plates shall be mamrfaclured front 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall revlewv, tills drawing to verify that this drawing is In confomiance 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. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cul 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 5.4 plate Is 5" wide s 4" long. A 6x8 plate Is 6" wide x 6" long. Slots (holes) run parallel to the plate length specified. Double cuts onweb members shall meet at the centroid of the webs unless othervtse 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 the 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 -97. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and pernanent 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 tnstallatlon bet— trusses to avoid toppling and domin.ft g. The supendston of erection of trusses shall be under the control of persons ecperlenced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not he applied to trusses at any time. No loads other than the weight of the erecters shall be applied to trusse.s until after all fastening and bracing U completed. JB: BAYBURY C 4 AC: 10# UPLIFT D. L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind .Case -.ASCE 7-98, C&C, V= 125rrph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 B1d Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: 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 = 1.15 WO: BBRC4 WE. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result Of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -25 0.17 4- 3 -2 0.13 TI: J6 QTY:6 Locations=============== 1) 0- 7-12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 3- 0- 4 67 51 -124 TOP PIN 0-.1-12 148 65 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H -ROLL Attach with (2) 10d Toe -Nails 1-7-11 Attach %vith (2) 10d Toe -Nails 3-1-8 4 3148# 3.50 1-0-0 67# 2.50" I e 3-1-8 .37# 2. 0' RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-0-4 Lmaronda System 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1090 GREENBROOK CT.OVIEDO.FL32766 Design: Mdfra Analysis vY,ftKN11V1La: READ ALL NOTES ON THIS SHEET - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR BRACING WARNING: Bracing shown an this daring Is not erection bracing, wind bracing, portal bracing or similar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesignerBracingshownisforlateralsupportoftrussmerubersonlytoreducebucklinglength. Provisions roust bemadeto for lateral bracing at ends and specified locaUons determined by the building designer. Additional bracing of the overall. structure may be required. (See 1118_ 91 of TPI). Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB P.4Tli: C-ITEE-LOKUOBSI125;ifPl'fIBBRC4 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 asf scale = 1.0563 Truss ID: J6 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac Pit: 1..25 O.C. Spacing: 24.0'r Design Criteria: TPI Code Desc: FLA DESIGN INFORMATION This design is for an individual budding cornpunent 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 tine correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or erclses no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component in accordance wglh ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown. are in agreement with the local building codes. local climatic records for wind or snow loads. pr Ject specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Vrhere bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a ma_elmum spacing of 10'-0" o.c. Connector plates shad bemanufacturedfrom 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Leis drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for Light fitting wood to wood bearing. Con- ector plates shad be located on both faces of the truss with nails fully imbedded and shad be sync. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide s 6" long. Slots lholenl run parallel to the plate length specified. Double cuts on web tubers shad meet at lie centroid of the webs unless olhemise 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 mluber 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. Tnasses 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 Instated 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 shat be under the control of persons pedenced in the installation of trusses. Professional advice shat 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 hisses until after at fastening and. bracing, Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# - MAX LIVE LOAD DEFLECTION: L/999 L=-0.0111 D= 0.0011 T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE'7-98, C&C, V= 125rrph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 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 -25 0.17. 4- 3 -13 0.13 F-5—.00- TI: J7 QTYA Joint Locations=============== 1) 1- 0- 6 3) 3- 1- 8 2) 3- 1- 8 4) 1- 0- 6 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 3- 0- 4 67 52 -124 TOP PIN 0- 1-12 148 67 -303 BOT PIN 3- 0- 4 36 0 -15 BOT . H -ROLL Attach with (2) 1.0d Toe -Nails Attach Nvith (2) 10d Toe -Nails 2.50 1 0-3-8 2-10-0 4 3 14811 3.50" 67# 2.50" 1-0-0 I 36# 2 O" B e 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.0563 WARNING: READ ALL NOTES ON THIS SHEET. I Eng. Job: W—BURT74 taronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g= Truss ID: J7 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-27-02 TC 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 similar baring TC Dead 7.0 psf DurFae - PIt: 1.25 407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by the building designer. Racing shown Is for lateral support of truss members only to reduce bucklingQCII1length. Provisions must be BC Live 0.0 psf O.C. 24.OIrSpacing: TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locatluns determined by the building designer.. Additional bracing of the overall structure may be B(,-• 0Dead10 . psf Design Criteria: TPI LICENSE #0050068 required. )See HIB -91 of TPll. Truss Plate Institute, TPI, Is located at 583 D'Onufrio Drive, Madison, Wisconsin 537191 Code Desc. FLA 1890 GREENBROOK cr.OVIEDo.FL32766 TOTAL 33.0 psf V:06.02.02- 15185- 4 Design: Matrix Analysis JOB PATH.- C7.ITEE-LOKUOR51125,NPHIBRRC4 HC.S': ft„ W n 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 hiss designer by the client and the correctness or accuracy If this information as it may relate to a spe-, ctiic 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 approvalby the building designer, the design loadings shown must be checked to be sure that the data shown are in agreementwith the local building codes, local chnnatic 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.assurries compression chords (lop or bottom) are continu- ously braced. by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibWty for such veri- 0ntion. 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 nails fully Imbedded and shall he 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 of to be fabricated with fire retardant treated Itumber unless otherwise shown. For additional Information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecta— recommendations are to be followed fn accordance with "Handling Installing & Bracing', HIB -91. Trusses are to behandled 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 reststmg lateral forces shall be designed and Installed by othersCareful hand- ling is essential and erecllon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installatlon between trusses to avoid toppling and dorntr ing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of ti profess lonal advice shall be sought If needed. Concentration of construction loads greater han the design loads shall not be applied to tnrsses at any Urns No loads other than the weight of the erectors shall be applied to trusses until alter ail fastening and bracing I. completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP. #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125frtph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1-1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAXHORIZONTALTOTAL LOAD DEFLECTION: T=-0.00" - MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or'wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 217# Support 2 46# Support 3 3# TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 7 0.02 4- 3 -2 0.01 TI: J8 QTY:6 Locations======= 1) 0- 7-12 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loco Type 1- 0- 4 24 14 -46 TOP PIN 0- 1-12 83 18 -217 BOT PIN 1- 0- 4 12 0 -3 .BOT H -ROLL 1 2, 0 4 3 83# 3.50". 25# 2.50" 1-0-0 13# 2.5 " RO-11-9) C/L: 1-(Y-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (2) 10d Toe -Nails Attach with (2) 10d 'Coe -Nails scale = 1.8187 Eng. Job: Dwg: Dsgnr: TL1 WARNING: READ ALL NOTES ON THIS SHEET. Mon Sy.SteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING TC Live CONTRACTOR. psfBRACINGWARNING: 4005 MARONDA WAY 7.0 SANFORD, FL. 32771 Bra g sh on this d—Log is not erection bracing, wind bracing, portal bracing r similar bracing - the buflding 407) 321-0064 Fax (407) 321-3913 whi h is a part of design and whnrh must be considered by the buiJdh,g designer. Bracing shown ,s for lateral support of truss members only to reduce buckling length . Provisions must he psf made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. AddtOonal bmcmg of therail structure may be requited. (See HIB -91 of TPI). LICENSE #0050068 Truss Plate Institute, TPI,vis located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1890 GREENBROOK I.T.OVIEDO.1`1_02766 Design: Matra AnciNsis - JOB PATH: C:1TEE-LOBIJOBSI125,1fP11IBBRC4 Attach with (2) 10d Toe -Nails Attach with (2) 10d 'Coe -Nails scale = 1.8187 Eng. Job: Dwg: Dsgnr: TL1 CU: WO: BBRC4' Truss ID: J8' Date: 6-27-02 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:06-02.02- 15186- 4 I JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE: TI: J9 QTY:4 DE51GN INFORMATION TOP CHORDS:2x4 SP #2 Analysis based on Simplified' Analog Model. Joint Locations=============== This design is for an mdhid Ibudding BOT CHORDS:. -2x4, SP #2 MULTIPLE LOADS -- This design is the 0- 7-14 3) "1- -1- 8componentandhasbeenbasedonloiormauonAllCOMPRESSIONChordsareassumedtobecompositeresultofmultiple ,loads. p 1). 2) 1- 1- B 4 0- 7-14_ - provided by the client. The designer disclaims' anyresponsibility for damages as a result of continuously braced unless noted otherwisec This 15 :deli geed to bear on multiple MAX. REACTIONS PER BEARING-LOCATION----- rauuyor u,correct Information, specifications Shim or wedge' if necessary to achieve full supports: Interior bearing locations should X -Loc Vert Horiz Uplift -Y-Loo Type and/or designs mrrished to the truss designer_ bearing: be marked on truss_ Shim or wedge if 1- 0- 4 24 17 -46 TOP` PINbyit,, cheat and the eorrectness or accuracy of this information asit may relatetoaspe- necessary to achieve full bearing. 0- 1-12 82 21 -216- . BOT 'PIN - clic pr ject and accepts no responsibility or PROVIDE UPLIFT CONNECTION PER SCHEDULE:. Wind Case- .ASCE 7-98, - C&C, V= 125 h, - 1- 0- 4 12 0 -3 BOT H -ROLL c.- Support l 216# H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 tion. handing, shipment and installation or. Support 2 46# Bld Type=' Ene1 L= 40..0 ft W=. 1.1 Truss - trusses: This truss has been designed as an Support 3 - 3# - ft in INT zone, TCDL='4.2 psf," BCDL=6.0 psfInclidualbuildingcomponentmaccordancewithMAXLIVELOADDEFLECTION: Impact Resistant Covering and/or.Glazing ReqANSI/'IPI 1-1995 and NDS -97 to be Incorporated L/999 as part of the bulldtng design by a Building Designer(registered architect or prolesslonal L= 0.00" D= 0.00" T= 0.00"- TC ... FORCE -...CSI ..BC. ... FORCE... CSI engineer) when reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1'- 2 -8 0.02 .4- 3 -4' 0.01 building designer, the design loadings shown T= 0.00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION:- are In agreement with the local building codes,. T= 0.00" local climatic records for wind or snow loads,. project specificationsor special applied loads. RMB =. 1.15 Unlessshown, truss has nol,been designed for. storage or occupancy loads. The design assumes compression chords (top or bottom) are conttnu- usly braced by sheathing unless otherwise. spectlied. Where bottom chords in tensionare not fully braced laterally by a properly applied. rigid ceding, they should be braced at a maximum spacing of 10'-0" o:c. Connector - 0 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM n 653. At withith (2) Att1 hGmde40, unless otherwise shown. Nall( FABRICATION NOTES Prior to fabrication, the fabricator shall revlew this drawing to verify that thisdrawingis In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In 0-8-9 writing before cutting or fabrlcatlorr. - Plat hall not be installed aver knotholes. k= or distorted grain. Membersshall 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 0-5-0 . syn, .about thjoint unless otherwise shown. A 5" wide5.4 plat. is 5" wide 4" long. A 6z8 plate H 6" wide z B" long. Slots (holes) run parallel to the plate length specified. .Double cuts on web 0-2-1 embers shall meet al the centroid of the webs 4' Attach With (2) - unless olhenose shown. Connector plate sizes 4X6 1011 Toe -Nails minimum zessibasedon the forces shown and may need to be Increased for certain hand - brig and/or erection stresses. This tnuss 0 not -. to be fabricated with fire retardant treated lomberunless otherwise shown. For additional infor tkur on Quality Control refer to ANSI/TPI 1-1995 2'.50_j PRECAUTIONARY NOTES 0-3-8 All baclog and erection recommendations are to be followed in accordance with "Handling cinInstalling & Brag', -HIB -91. Trusses -are to tj 010-0 i be handled with particular care during handing and bundling,. delivery and Installation to avoid 4 3 damage. Temporary and permanent bracing 83N 3.50u 25/! 2.50" 25# 5forholdingtrussesinstraightandplumbpos- 1.-0-0 - 7 ilio and for resisting lateral forces shall be 1-1-8- 9Q designed and Installed by others Careful hand- R0-11-9) -:- L• r1„I-4UlingisessentialdtibatingIsalw.ays required.. Norimal precautionary action for EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995. Over 3 Supports scale = 1.8187 misses ren betwees en top during inslaUatlbr between trusses to avoid topplingtriesotoabraavoid WARNING: READ ALL NOTES ON THIS SHEET.. En Job: g W _ BBR 4 -- and d cooing The supervision of erection of truss--,hallbeunder the control of persons 7 ptf h ft/y CaoYIUWSystems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J9 eapeyle ced m theinstallation of trusses. P -r sl..Iadviceshallbesoughtifneeded. r r CONTRACTOR. Dsgnr: TLY ClIR: Date: 6-27-02 Concentration of construction loads greater than tire d sigrrl" ds shall not be applied to tresses BRACING WARNING4005MARONDAWAY TC Live 16.0 psf DurFae. - Lbr: 1.25 at any time. No loads other than the weight of the erectors. shall be applied to - SAN FORD, FL. 32771 Racing shown on this drawing is not erection bracing, wind bracing, po tat baring or sumlar hoeing TC Dead 7.1i p se DurFae - Plt: 1.25 trus es tmul after all fastening and b—Ing _ 7407) 321-0064 Fax (407) 3_1-3913 lvl ich Is a part of the budding design and which must be considered by the buildingor slgmer. Boeing shown Is for laical su on of truss mertibers onl to reduce budam I 1 il dens must bepPygeng BC Live D.0 nO.C. Spacing: 24:0g• Is completed. TOMAS PONCE P.E. made to anchor lateral bmcing at ends and specified locations detennmed by the building designer. Additional bracing of the overall structure. be (I(B-91 BC Dead 10.0 psfp sf - I/''n Criteria:. DeSig TPI. LICENSE #0050068: may required. (See of TPI) Truss Plate Institute, TPI, rs located at 583 D'Onofno Drive, Nladlson, Wisconsin 53719). p Code Desc: FLA 1890 GREENBROOK CT.OVIEDO.Ft-32766 TOTAL. 33.0 psf, V:06.02.02- 15157- 45 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, spec8lcations 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 Milt ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown arc in agreement olth the local budding codes. local climatic records for wind or snow loads, pmlecl specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottoml are continu- ously braced by sh-lhing unless oLhenvlse1specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid eelling. they should be braced at a maximum spacing of 10'-O" 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 ht Conformance tvilh the fabricator's plans and to realize a conllnuing responsibility for such veri- flallon. Any discrepaneles are to be put in wrfltng bUore cutting or fabrication. Plates shall not be Installed over knothole, knots or distorted gram. Members shad be cut for tight titling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint -Ness otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6' wide x 8- long. Slots (holed run parallel to the plate length speclfled. Double cuts on web members shad 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 busses in a straight and plumb,pos- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing N anways required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominorng. The supen. ton of crecuon o! trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought 1f needed. - Concenlnauon 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 shad be applied to trusses until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 - BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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 PERSCHEDULESupport1398# . Support 2 430# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= O.00n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 0-4-1 WO: BBRC4 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 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 -448 0.19 6- 5 399 0.13 2- 3 -448 0.18 5-.4 -1 0.09 TI: JA QTY•3 Locations=========_===== 1) 0- 7-12 3) 7--0-.0 5) 2- 1-12 2) 2- 1-12 .4). 7- 0- 0 6) 0- 7-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 6-10-12 98 -430 -140 TOP PIN 2- 1-12 369. 398 -398 BOT PIN 6-10-12 45 0 0 BOT H -ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support .2 140# 7-0-0 1 2 Al 00 CANT: 2-0-0 10-0 370# 3.50" 0 5 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FL32766 Design: Mairir Anahsis Attach with (2jTlOdToe -Nails 3-3-1 Attach with (2) lOd'Coe-Nails M 99# 2.50" 7-0-0 46# 50" Over 3 Supports C/L: 6-10-12, YYHKr41 r4 *. READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmudng is not erection bracing, wind bracing, portal bracing or Simrt bracinga which Is a part of the budding design and which most be considered by the building desiner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions' must bemadetoanchorlateralbracingatendsandspeclfledlocationsdeterminedbythebuddingdesigner. Additional bracing of the overall structure maybe required. (See HIB -91 of TPII. Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 537,19). JOB PATH: C:ITEE-L0FU0B51125MPHIBBRC4 Eng. Job: rnvg: 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 I)sf scale .= 0.5829 Truss ID: JA Date: 6-27-02 DurFac - Lbr . 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0`r Design Criteria: TPI Code Desc: FLA go: -.,r •aemysu !UH PAM: (.:1i LP-LUKUU8 1SBRAh - HCS: 12.79.01 JB: BAYBURY.FLOOR AC: WO: BBRAF WE: TI: Fl QTY:1 •: DESIGN INFORMATION CUPPING ONLY **** Truss NOT designed for Wind Loads. **** Joint Locations=============== This design is furan individual building - TOP CHORDS: 4x2 SP #2 1) 0- 0- 0 19) 21- 5-12 37) 21- 5-12componentandhasbeenbasedoninformationBOT. CHORDS: 4x2 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 0- 4 20) 22- 9- 4 38) 20- 1-12 anyany- pided bythed( for damagesfordamages as a WEBS: 4X2 SP #3 continuous) braced unless noted otherwise. Y 3) 1- 5-12 21) 24- 1-12 39) 18- 9-12resultofresdiscult y or incorrectfaultyorincortecl tnfortnaBon, specifications 2-4X2 SP #3 1, 2 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** 4) 2- 9-12 22) 25- 5-12 40) 17- 5-12 and/or designs furnished to the truss designer GABLE STUD: 4x2 SP #3 This truss *NOT* designed for.wind load! 5) 4- 1-12 23) 26- 2- 0 - 41) 16- 1-12 by the client and the correctness or accuracy 6) 5- 5-12. 24) 27- 1- 8 42) 14- 8- 9 of this information as It may relate to a spe- 7) 6- 9-12 25) 27- 9- 0 43) 13- 5-12 ex-icesprojn and control pit no responsibility tofrico- exercises no control with regard to fabrics- 8) 8- 1-12 26) 27- 9- 0 44) 12- 1-12 tion, handling, shipment and installation of 9) 9- 5-12 27) 29- 5-12 45) 10- 9-12 trusses. This truss has been designed as an 10) 10- 9-12 28) 29- 9- 4 46) -9- 5-12 indh7dual building component in accordance with ll) 12- 1-13 29) 29= 9-.4 47) 8- 1-12ANSI/TPI 1-1995 and NDS -97 to be incorporated aspart ofthe building design byaBuilding 12) 13- 5-12 30) 29- 5-12 48) 6- 9-12 Designer (registered architect or professional 13) 14-' 9-12 31) 27.-'9- 0 49) 5- 5-12 engineer!. When reviewed for approval by the 14) 16= 1_12 32) 277 9-O 50) 4- 1-12 building designer, the design loadings shown 15) 17-'5-12 33) 26- 2-. 0 51) 2- 9-12mustbesurethatuhengcdatashown 16) 18- 9-12 34) 25- 5-12 52) 1- 5-12 agrebe ementked iththelocalbIng codes. arel climate records with the windlocalclimaticrecordsforwind or snow loads. or snow 17) 19- 9- 4 35) 24- 1-12 53) 1- 0- 4 Project specifications or special applied loads. 18) 20- 1-12 •.36) 22- 9- 4 54) 0- 0--0 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 ceWng, 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 responsiblity 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 (aces of the truss with nails fully Imbedded and shall be 29-9-4 shown. Asym. abolate -wide unless otherwise 1 2 3 4 5 61. 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" 6x8e 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24!5 26 22 -_ wide. 8" long. Slots (holes] run parallel to the plate length specified. Double cuts on web 1.8X3 N= 1.5X3 1..5X3 3X4 members shall meet at the centroid of the webs 2X4 1.5X3 1.5X3 1.5X3 W =3X6 1.5X3 1.5X3 W =3X61.5X3 1.5X3 1.5X3unlessotherwiseshown. Connector plate sizes 2X4 1.5X3 1.5X3 LSX3 1.5X3 1.5X3 1..5X3 1.5X3 1.5X3 2X4 1.5X3 3X4. 2X4 2X4areminimumsizesbasedontheforcesshown andmay need to be Increased for certain hand- ling and/or erection stresses. This truss is not 1-4-0 1-4-0tobefabricatedwithfireretardanttreated shown. For additionallnmber tioninfonnatlon on 4uabTy Control refer tooQuality 2X4 _ 1.5X3 1.5X3 1.5X3 - 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 LSX3 1.5X3 3X8 1.5X3 ANSI/TPI 1-1995 1.-5X3 1.5X3 1.5X3 1.5X3 1.5X3 W=3X6 1.5X3 1..5X3 1.5X3 1.5X3 LSX3 2X4 N=1.5X3 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling 29-9-41--t-M-g & Bracing', HIB -91: Trusses are to 54 5352 51 -50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 3Qbehandledwithparticularcareduringhanding and bundling, delivery and installation to avoid 0# 8.00damage. Temporary and permanent bracing 0# 8.00" CANT: 1-10-12 for holdbtg trusses in a straight and plumb pos- Itlon and for reststmg lateral forces shall be 29-9-4 designed and installed by others. Careful hand- ling 1s essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 - GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs 1-4-0 0_.2251required. Normal precautionary action for pP - Q o.e: scale = - trusses requires such temporary bracing during installation between trusses to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W BAF and dominoing. The supervision of erection of t thecontrolof of Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN.TO ERECTING Dw g: Tri.)$$ ID. F 1 . perle ced Ineunder upersons experienced in the installation of trusses. Professional advice shall be sough[ If needed. CONTRACTOR. Dsgnr- TLY Cllk: iDale: 4-08-02 Concentration of construction loads greater than the design loads shall not be applied to BRACING WARNING: TC Live 40.0 psi DurFae - Lb Lb r: 1.00 trusses at any time. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 psf - DurFae - - 1.00 weight of the erectors shall be applied to fastening 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 until after all and bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisluns must be sc Live 0.0 P srIscompleted. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the be BC Dead 5.0 sr1pDesignCriteria: TPI - of overall structure may required. (See HIB-9of TPI). - - Code Dese: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583, D'Onofrio Drive, Madison, Wisconsin 53719). 1690 GREENBROOK Cr.OVIEDO.FL.32766 TOTAL S5.0 psf V:01.25.02-.10864- 28 go: -.,r •aemysu !UH PAM: (.:1i LP-LUKUU8 1SBRAh - HCS: 12.79.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information - provided by the client. The designer disclainrs any responsibility for damages as a result of faultv 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- elite 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 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 drawingrawing 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 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 5.4 plate 1s 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web tubers 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 I umber unless otherwise shown. For additional ormation 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. Tmsses 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- Itian 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 domino Ing. 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 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: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,22 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=-0.14" D=-0.05" T=-0.19" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 WO: BBRAF WE: MULTIPLE LOADS--- This design is the Campos ite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! TC ... FORCE CSI BC ... FORCE CSI 1- 2 0 0.30 31-30 1390 0.39 2- 3 1629 0.34 30-29 2062 0.53 3- 4 1629 0.24 29-28 2047 0.77 4- 5 2062 0.37 28-27 2047 0.77 5- 6 2047 0.47 27-26 1323 0.51 6- 7 2047 0.50 26-25 ' 24 0.14 7- 8 24 0.24 25-24 24 0.11 8- 9 24 0.29 24-23 1286 0.40 10-11 24 0.31 23-22 1989 0.73 11-12 1989 0.37 22-21 1989 0.73 12-13 1989 0.44. 21-20 1233 0.47 13-14 1989 0.53 20-19 0 0.10 14-15 1989 0.54 15-16 875 0.38 16-17 875 0.50 17-18 875 0.50 TI: F1 I QTY:9 Locations=============== 1) 0- 0- 0 12) 19-'1- 4 23) 19- 1- 4 2) 2- 9- 0 13) 21- 2- 8 24) 13=11-12 3) 3= 6-12 14) 22- 8- 4 25) 14- 5- 0 4) .5- 3-12 15) 25- 1- 8 26) 13- 9-12 5) 7- 2- 3 16) 27- .1- 0 27) 8-11- 9 6) 8-11- 9 17) 27- 9- 0 28) 7- 2- 3 7) 11- 3- 0 18) 29- 9- 4 29) 5- 3-12 8) 11-11- 0 19) 28- 9- 4 30) 3- 6-12 9) 13- 9-12 20) 27- 9- 0 31) 0= 0- 0 10) 13-11-12 21) 22- 8- 4 11) 16- 6- 8 22) 21- 2- 8 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC VertL+D -100 0- 0- 0 -100 29- 9- 4 BC Vert ,L+D -10 0- 0- 0 -10 29- 9- 4 Concentrated LBS Location TC Vert L+D -435 29- 9- 4 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1- 2 760 0 0 BOT PIN 13-10-12 1530 0 0 BOT H -ROLL 27- 6- 8 1491 0 0 BOT H -ROLL 30 9 435# typ- p. 0.2251 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: 29-9-4 BBRAF 1 2 3 4 5 6 7 8 9 1.0 11 12 13 14 15 16 17 1 8-0-14 - 21-11-6 - CONTRACTOR. BRACING WARNING: Dsgnr: TLY e - 1-7-14 1-4-4 1.5X3 W = 3X6 1.5X3 2X4 2X4 3X6 3X4 3X4 1.5X3 3X6 1.5X3 3X6 1.5X3 3X4 1.5X3 3X8 W=3X6 3X4 1-4-0 1-4-0 3X6 3X6 3X4 1.5X3. 3X4 3X6 3X6 1.5X3 3X4 1.5X3 W=3X6 3X10' 3X6 M L 129-9-4 31 30 29 28 27 201 23 22 21 20 19 761# 2.25" 1531# 3:5011 1492# 8.00" CANT: 1-10-12 13-10-1213-11-12 - -1 29-9-4 EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale 0.2251 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: BBRAF Marondd S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F11 i SteimS CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 2-25-02 i. TC Live 40.0 psf DurFac - Lbr: 1.00 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 psf DurFae - Pit: 1.00 SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing buckling BC Live 0.0 p se O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 5.0 - psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). Code De$e: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK CT.O\9EDO.F1.32766 TOTAL 55.0 psf V:01.25.02- 4885-.5 Design: Matrh Armlpsis JOB PATH: C:ITEE-LOKUOBSIBBRAF HCS: 12.19. 01 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 famished 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 exerelses no control with regard to fabrica- tion, handling, shipment and installationof 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 engtneeri. When reviewedfor approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the 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 mpre_sslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly 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 dlscrepancles are to be put In . writing beforecutting 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 sytn. 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 embers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are crtnlmrun sizes based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss 1s not to be fabricated with five 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- Man and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal 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 p-lenced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction leads 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: BAYBURY FLOOR Chic: AC: CUTTING ONLY TOP CHORDS: 4x2 SP 2 BOT CHORDS: 4x2 SP 2 WEBS: 2-4x2 SP 3 3-4x2 SP 3 GABLE STUD: 4x2 SP 3 1-4-0 WO: BBRAF WE: Truss NOT designed for Wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 12 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! 19-9-4 TI: F2 QTY:1 Locations=============== 1) 0- 0- 0 15) 14- 7- 4 29) 12- 2- 4 2) 1- 3- 4 16) 15- 6- 4 30) 10- 7- 4 3) 2- 7- 4 17) 15-11-12 31) 9- 3- 4 4) 4- 2- 4 18) 17- 3- 4 32) 7-11- 4 5) 3-11- 4 19) 18- 7- 4 33) 7- 6- 4 6) 5- 3- 4 20) 19- 9- 4 34) 6- 7- 4 7) 6- 7- 4 21) 19- 9- 4 35) 5- 3- 4 8) 7- 6- 4 22) 18- 7- 4 36) 4- 2- 4 9) .7-11- 4 23) 17- 3- 4 37) 3- 9- 4 10) 9- 3- 4 24) 15-11- 4 38) 2- 7- 4 11) 10- 7- 4 25) 15- 6- 4 39) 1- 3- 4 12) 12- 2- 4 26) 14- 7- 4 40) 0- 0- 0 13) 11-11- 4 27) 13- 3- 4 14) 13- 3- 4 28) 11-11- 4 1 2 3 54 6 7 8 9 10 11 1113 14 15 .16 17 18 19 26 N=1.5X3 1.5X3 1.5X3 1.5X3 W=3X4 2X4 1.5X3 1.5X3 2X4 1.5X3 1.5X3 2X4 1.5X3 1.5X3 4X6 1..5X3 1.5X3 2X4 1.5X3 1.-5X3 2X4 2X4 1.5X3 1.5X3 2X4 L5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 1.5X3 1.5X3 1.5X3 2X4 W=3X4 2X4 4X6 2X4 N=1.5X3 1-4-0 1994 40 39 38 37 36 35 34 33 32 31 30 M 27 26 2524 23 22 21 011 8.00" 011 8.00" iq 19-9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Studs Q 1-4-0 o.c. scale = 0.3389 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Falx (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FL32766 Design: Mdrrir Analysis WAKNINCj: 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. Pro.dslons most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPP. frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB P.4TH: C:iTEE-LOKUOBSIBBRAF Eng. Job: Dwg: Dsgnr: TLY Chic: WO: BBRAF Truss ID: F2 Date: 1-03-02 . TC Live 40.0 psr DurFac - Lbr: 1.00 TC Dead 10.0 psf DurFac - Pit:. 1.00 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.o psf V:12.03.01- 10675- 2 NCS: 11.23.01 uesign: Maircr nnayais ./UH PAM: C:ll Lt-t,UAUUHSlHHR4F HCS: 12.19.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F21 QTY:7 . DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 2x6 continuous strongback. Attach to each JointLocations==========----- ' This design is for an Individual building 4X2 SP #2 D 1 ® truss with 3-10d ,nails. Splice stiffback 1) 0--0- 0 7) 14- 5- 8 13) 11-11-12- component and has been based onInformation BOT CHORDS: 4x2 SP #2 on truss vertical. 2) 2- 9- 0 8) 16- 0- 0 14) -10- 3- 9providedbytheclient. The designer disclaims 4X2 SP #1 D 2 All COMPRESSION Chords are assumed to be 3) 5- 3-12 9) 17- 0- 4 15) 5- 3-12anyresponsibilityfordamagesasaresultof faulty or incorrect information, specifications WEBS: 4x2 SP #3 continuous) y braced unless noted otherwise. 4) - 7-10- 8 10). 19- 9- 4 16) 3- 9- 4 and/or designs furnished to the truss designer 2-4x2 SP #3 1,13 This truss *NOT* designed for wind load! 5) 10- 3- 9 11) 19- 9- 4 17) 0- 0- 0 by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: 6) 11-11-12 -12) 14- 5- 8 of this information as it may relate to aspe- citicproJectandacceptsnoresponsibilityor L/599 at JOINT #14 TC... FORCE ... CSI ..BC...FORCE ... CSI MAX. REACTIONS PER BEARING LOCATION----- exercises ntrol with fabrica- L=-0.37" D=-0.14" T=-0.51". 1- 2 - 0 0.33 17-16 2114 0.60 X-Loc - Vert Horiz Uplift Y-Loc, p tion.tion, handling, shipment and installation oflig, shipment MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3495 0.48 16-15 2114 0.49 0- 3- 6 1087 0 0 BOT PIN trusses. This truss has been designed as an T= 0.08" 3- 4 -3495 0.46 15-14 - 4229 0.93 19- 5-14 1087 - 0 0 BOT H-ROLL individual building component in accordance Mth MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -4311 0.98 14-13 4311 0.95 ANSUTPi I-1995 and NDS-97 to be incorporated aBuddingpartr(of the buildingerarchitect T= 0.06" 5- 6 -4311 0.70 - 13-12 4311 0.95 DDesigner (registered architect or professionalor RMB = 1.00 6- 7 -3466 0.64 12-11 2107 0.50 engineer). when reviewed for approval by the 7- 8 -3466 0.42 building designer, the design loadings shown 8- 9 -3466 0.57 - must be checked to be sure that the data shown 9-10 0 0.39 are to agreement with the local building codes, locd elirnaue records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for. storage or occupancy loads. The design assumes compression chords (top or bottom) are mntinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied riod 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 30.00° Prior to fabrication, the fabricator shall reviewYpthisdmnvingtoverifythatloisdrawingisin conformance with the fabricator's plans and to 19-9-4 - realize a continuing responsibility for such vert- 1 2 3- 4 g 6 7 8 9. Yflwtton. Any discrepancies are to be put in writing before cutting fabrication. Plates shall not be installed over knotholes, II -. 11-1.-11 knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- I1 1-6-11nectorplatesshallbelocatedonbothfacesof 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 S" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs 2X4 4X8 1.5X3 3X4 1.5X3 3X4 1.5X3 W=3X44X8 2X4 unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown I andmay need to be increased for certain hand- 1-4-0 14-0Ingand/or erection stresses. This truss Is not to Li fabricated with fire retardant treated 4X8 W =3X4 3X8 3X4 1,5X3 3X8 4X8 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 followedinaccordance with "I landling 19-9-4Installing & Bracing", HIB-9l. Trusses are to 17 16 15 14 13 12 11behandledwithparticularrareduringbanding and bundling,delivery and installation to avoid - 1087# 6.75" damage. Temporary and permanent bracing 1087# 6.75" for holding trusses in a straight and plumb pos- 19-9-4itionandforresistinglateralfoesshallbem Ee 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 0.3389required. Normal precautionary action for Scale trussesrequiresbe*I such tsm tory avoid Copduring installaf]on between trusses to avoid [o Ila and dommofng. The supervision of erectlon of 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 - Eng. Job: Dwg: - BBR - Truss ID: F21 experienced experienced in the installation of trusses. Professional advice shall be sought if needed. CONTRACTOR.. - Dsgttr: TLY Chk• Date: 2-04-02 Concentration of construction loads greater than the design loads shall not be applied to BRACING WARNING: TC Live 40.0 psf DurFae - Lbr: 1.00 trusses at any time. No loads other than the 4005 MARONDA WAY Bracing shown on this dmtvtng Is not erection bracing, wq»d bracing, portal bracing or sunilar bracing TC Dead 10.0 Psf DurFae -. Pit: 1.00 weight of the erectors shall be applied to trusses until after all fastening bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building design r. Bracing BC Live 0.0 O.C. acro 24.0" p g• and 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of muss members only to reduce buckling length. Provisions must be Psf is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the be C Dead 5.0 S[ pCode Design Criteria' TPI overall structure may required. (See HIB-91 ofTPI). Dese: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. 1890 GREENBROOK CT.OVIED - 32766 1 TOTAL 55.0 Psf V:01.25.02- 1195- 47 uesign: Maircr nnayais ./UH PAM: C:ll Lt-t,UAUUHSlHHR4F HCS: 12.19.01 Design: Matins Analysis - JOB PATH: C:ITEE-LOKIIOBSIBBR.4FICONI'ER7 - HCS: 08.20.02 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F23 QTY:3 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 Joint Locations========_==_=== This design is for an individual building I.4X2 SP #1 D 1 ® ..TC... FORCE:-.CSI ..BC... FORCE ... CSI 1) 0- 0- 0 8) 15-11- 0 15) 11-11-12 component and has been based on Information BOT CHORDS: 4x2 - SP #2 - 1- 2 0 0.28 19-18 2000 0.57 2) 2- 9- 0 9) 16- 6-'8 16) 10- 5- 4 provided by the client. The designer disclaims 4x2 SP #1 D 2 2- 3 -3270 0.39 18-17 2000 0.49 3) 5- 3-12 10) 18- 9- 0 17) 5- 3-12 anyresponsbilityfar damages asaresattor WEBS: 4x2 SP #3 3- 4 -3270 0.42 17-16 3896-0.90 4) 7-10- 8 11) 19- 6- 8. 18) 3- 6- 8 foutly. or incorrect information, speciflcattons and/or designs furnished to the truss designer 2-4x2 SP #3 1,13 4- 5 -3835 0.89 16-15 3835 1.00 5), 10- 5- 4 12) 19- 6- 8 19) 0-0- 0 by the client and the correctness or accuracy 4-4x2-SP #3 14 5- 6 -3835 0.63 15-14 3835 1.00 6) 11-11-12 13) 18- 9- 0 ofthis tnforo2tionasitmay relate toaspe- MAX LIVE LOAD DEFLECTION: 6- 7 -3039 0.81 14-13. 1692 0.40 7) 13=11-12 14) 13-11-12 cific project and accepts no responsibility or L/689 at JOINT #16 7- 8 -3039 0.41 13-12 0 0.10 MAX. REACTIONS PER BEARING LOCATION----- exercisesnocontrolwithregard tofabrica- L=-0.31" D=-0.12"- T=-0.43" 8- 9 -3039 0.47 X-Loc Vert Horiz Uplift Y-Loc Type truss handling, shipment and installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 9-10 0 0.33 0- 3- 6 1035 0 0 BOT PIN individual building component in accordance with T= 0.07" 10-11 0 0.09 18- 8-12 1116 0 0 BOT H-ROLL ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T= 0 . 05 rn. Designer (registered architect or professional engineer). when reviewed for approval by the RMB = 1.00 building designer, the design loadings shown must be checked to be sure that the data shown_ re In agreement with the local building codes, local climatic records for wind or snow loads., project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design 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 30.00° Prior to fabrication, the fabricator shall review el 1YP, this drawing to verify that thls drawing is in conformance with the fabricator's plans and to 19-6-8 - L 1 2 3 4 5 6 7 18 9 10 11 realize a continuing responsibility for such veli- ficauon. Any discrepancies are to be put in writing before tcutting to fabrication. Plates shall not be Installed over 11-2-8 knots or distorted grain. Members shall be cu[ rs shall be for tight fitting wood to wood bearing. Con- 1-5-0 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be s}a about the joint unless otherwise shown. A 1.5X3 - 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" tong. Slots. (holes) run parallel to 4X8 5X6 the plate length specified. Double cuts on web 2X4 4X8 T 1.5X3 3X4 1.5X3 . 3X4 1.5X3 W=3X4 2X4. 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- 1-4-0 1-4-0 ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated 4X8 W=3X4 3X8 3X4 1:5X3 3X8 [4X161 otherwise shown. For additional inform bonsuriles information on Quality Control refer to, ANSI/TPI 1-1995 PRECAUTIONARY NOTES ri All bracing and ereetlon recommendations are to be followed in accordance with "Handling 19-6-8 IIV Installing & Bracing', HIB-91. Trusses are to Ilk be handled with particular care during banding 19 18 17 16 15 14 13 -1 and bundling, delivery and installation to avoid 10351/ 6.75" 1117# 3.50" CANT: 0-8-0 damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- 19-6-8 ition and for resisting lateral forces shall be 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 = 0.3429 required. Normal precautionary action for WAItA1 A1Gi READ ALL NOTES ON THIS SHEET. Eng. Job: -' W : BBR Ftrussesrequlressuchtemporarybracingduring Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be trader the control of persons aronda S/Sten1S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Day g' Truss ID: F23 experienced In the Installation of trusses. J CONTRACTOR. Dsgnr: TLY Chk: Date: 9-25-03 Professional advice shall be sought If needed. Concentration of construction loads greater TCLIVe 40.0. psf DurFae - Lbr: 1.00 4005 MARONDA WAY than the design loads shall not be applied l0 BRACING WARNING: this drawing is bracing. bracing, bracing bracing TC Dead 10.0 psi - DurFae - Pit: 1.00 tnisses at any time. No loads other than the weight of the erectors shall be applied to SANFORD, FL. 32771 Bracing shown on not erection wind portal or similar which is a part of the building design and which must be considered by the building designer. Bracing buckling VQBCLI0.0 SfP O.C. Spacing: 24.0" trusses until after all fastening and bracing is completed. - 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce length. Pro%lsinns mumust be _ made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. bracing the overall may be (See HIB-91 BC Dead 5.0 psf Additional of structure required. of'rPl). located Desc: LICENSE #0050068 Truss Plate Institute, TPI, is at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code IOO5VANNESSADR.OVIEDO.PL32766 TOTAL 55.0 psf V:09.05.02--29999- 30 Design: Matins Analysis - JOB PATH: C:ITEE-LOKIIOBSIBBR.4FICONI'ER7 - HCS: 08.20.02 Design: Mvrtr Analysis JOB PATH: C:17EE-LOKI OBSIBBR4F - HCS: 12.79.07 I JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F3 BTY:2> DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 D This truss *NOT* designed for wind load! Joint Locations=============== This design is for an individual building 4x2 SP #1 D 1 ® 1) 0- 0- 0 14) 19-11-12 27) 25- 1- 4 component and has been based on information BOT CHORDS: 4X2 SP #2 ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI 2) 1- 8- 4 15) 22- 6- 8 28) 23- 9- 4 provided by the client. The designer disclaims WEBS: 4x2 SP #3 1- 2 -1919 0.15 38-37 0 '0.02 3) 3--2- 0 16) 24- 5- 4 29) 19-11-12 any for damages result of 2-4x2 SP #3 1,28 2- 3 -1919 0.12 37-36 3419 0.86 4) 4- A-14 17) 25- 1= 4 30) 19- 9-12 InformationasayoiinsibWty and/ rdesigsfurnshedttothspecifications and/or designs furnished to the truss designer MAX LIVE LOAD DEFLECTION: 3- 4 -4540 0.31 36-35 5610 0.68 5) 5- 8- 8 18) 26-10-12 31) 16- 0- 0 by the client and the correctness or accuracy L/522 at JOINT #33 - 4- 5 -4540 0.32 35-34 5610 0.71 6) 6- 2- 0- 19) 29- 0- 4 32) 14- 8- 4 ofthismfomiationasItmay relate toaspe- L=-0.45" D=-0.17" T=-0.61" 5- 6 -5610 0.55 34-33 5818 0.74 7) 7- 0- 0 20) 31- 1- 8 33) 9- 6-12 clic project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: 6- 7 -5610 0.56 33-32 5277 0.67 8) 9- 6-12 21) 33-- 9- 0 34) 6- 2- 0 exercises no control with regard tofabrica- T= 0.15" 7- 8 -5877 0.93 32-31 2346 0.32 9) 10- 2-12 22) 35- 9- 4 35) 5- 8- 8 tion, handling, shipment and installation of trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: 8- 9 -5877 0.66 31-30 2346 0.68 10) 12- 1- 8 23) 35- 9- 4 36) 4- 4-14 Individual budding component in accordance with T= 0.11" 9-10 -5877 0.94 30-29 -7.1 0.00 - 11) 14- 8- 4 24) 33- 9- 0. 37) 1- 8- 4 ANSI/TP11-1995 and NDS -97 to be incorporated 10-11 -4135 0..59 29-28 1270 0.41 12) 17- 3- 0 '25) 29- 0- 4 38) 0- 0-- 0 as part of the budding design by a Building RMB = 1.00 11-12 -4135 0.50 28-27 1270 0.45 13) 19- 9-12 26) 26-10-12 Designer [registered architect or professional 12-13 71 0.32 27-26 1954 0.94engineer). When reviewed for approval by the buddingdesigner,the design loadings shown 14-15 -71 0.33 26-25 1954 0.94 TOTAL DESIGN LOADS ------------ must be checked to be sum that the data shown 15-16 -1982 0.36 25-24 1225 0.58 Uniform PLF From PLF To are in agreement with the local building codes. 16-17 -1982 0.31 24-23 0 0.10 TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 local climatic records for wind or snow loads, 17-18 -1982 0.53 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 project specifications or special applied loads. 18-19 -1954 0.75 Concentrated -LBS- Location - Unless shown, truss has not been designed for storageoroccupancyloads. The designassumes 19-20 -1954 0.89 TC Vert L+D - -435 35- 9- 4 comp chords (top or bottom) are contlnu- 20-21 879 0.52 BC Vert L+D -590 5-11- 4 ouslybraced bysheathing unless otherwise 21-22 879 0.52 MAX. REACTIONS PER BEARING LOCATION ----- specified. Where bottom chords in tension am X -LOC Vert Horiz Uplift Y -Loc Type not fully braced laterally by a properly applied 0- 3- 6 1511 0 0 BOT PIN rigid ceiling, they should be braced at a maximum spacmgof 10'-0" o.c. Connector 19-10-12 1961 0 0 BOT H -ROLL plates shall be manufactured from 20 gauge bot 33- 6- $ 1491 0 0 BOT H -ROLL dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES` 1 " 3typ. 435# toPriorto fabrication, the fabricator shall review this to verify that this drawing Is in 35-9-4 L conformance with the fabricators plans and to-1- realize a continuing responstbWty for such veli- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. I 5-11-4 27-11-8 Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut II II 0-4-0 - 2-0-0 for tight fitting wood to wood bearing. Con- I nector plates shad be located on both faces of the truss with nails fully Embedded and shall be 1.5X3sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" 1-4-0 1.5X3 1.5X3 W =3X6 1.5X3 1.5X3 14-0 wide x 8" long. Slots Iholesl run parallel to 5X8 4X6 4X6 3X4 1.5X3. 3X6 1.5X3 4X10 1.5X3 3X6 W =3X6 3X4 1.5X3 . 3X8 3X4 3X4 the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the force., shown andmay need to be increased for certain hand- 5X10 6X8 6X8 6X8 W =3X6 3X6. 3X6 1.5X3 3X4 1.5X3 ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated 3X4 3X6 6X12 4X6 W =3X6 3X10 lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 f_l I 35-94 I I. PRECAUTIONARY NOTES All bracing and erection recommendations are 38 37 36 35 34 33 - 32 31 30 29 28 27 26 25 24 2 to be followed in accordance with "Handling 1511# 6.75" - 1961# 3.50" 1492# 8.00" CANT: 1-10-12 Installing & Bracing', HIB -91. Trusses are to I be handled with particular care during banding 19-10-12 Bj6 - 13-11-12 and bundling, delivery and installation to avoid 590# damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for reststing lateral forces shad be 35-94 designed and Installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports sea e = 0.1873 required. Normal precautionary action for WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: - BRAF.- tm ires such ingbraavoidinsnaionInslallaUcnbetweentrussestoavoidtopplingbetweentoppling oranddominoing. Theunder A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwge - Truss ID: F3 cof ontrol person the personstrussesshadbeunderthecontrol IXChalrondaSSteMSexperiencedDate: 3-14-02mtheinstallationoftrusses. ui L Y Vyl DSgnr: TLY' el>k: Professlonal advice shall be sought if needed. Concentration of construction loads CONTRACTOR. TC Live 40.0 psf DurFae - Lbr: 1.00greater than the design loads be to BRACING WARNING: shall not applied 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 TC Dead 10.0 psf DurFae - PIt:_- 1.00 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 budding designer. BracinggCbucklinglength. Live 0.0 sfp O.C. Spacing: 24.0" ustrses until after all fastening and bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce Provisions must be to lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPIiscompleted. TOMAS PONCE made anchor be (See HIB -91 of TPI). BCDead 5-.o P sfP.E. Additional bracing of the overall structure may required. Code DeSC: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK CT.OVIEDD.FL32766 TOTAL 55.0 psf V:01.25.02-, 9839- 43 Design: Mvrtr Analysis JOB PATH: C:17EE-LOKI OBSIBBR4F - HCS: 12.79.07 I Design: Matrix Analysis JOB PATH: C.ITEE-LOBIJOBSIBBRAF HCS: 11.28.0/ JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F31 QTY:1 DESIGN. INFORMATION- TOP CHORDS: 4x2 SP #2 2x6 continuous strongback. Attach to each Joint Locations=====_=======__ This design is for an Individual twilling BOT CHORDS: 4x2 SP #1 D truss with 3-10d nails... Splice stiffback 1) 0--0- 0 12) 22- 6- 8 23) 26-11- 0 component and has been based on information 4x2 SP #2 D 2 on truss vertical. 2) 2- 9- 0 13) 24- 5- 4 24) 25- 1- 4 provided by the cent. The designer disclaims 4x2 SP #2 3 MULTIPLE -LOADS -- This design is the 3) 5- 3-12., 14) 25- 1- 4 25) 20- 8- 8 any responsibility for damages as a result of WEBS: 4X2 SP. #3 composite result of multiple loads- 4) 7- 3-12 15),26-11- 0 26) 19.-11-12 faulty or Incorrect information, specifications and/or designs furnished to the truss designer 2-4X2 SP #3 -1,23 --All COMPRESSION Chords are.asstmled"to be 5) 9- 6-12 16) 29- 0- 8 27) 19- 9-12 by the client and the correctness or accuracy Partial Double Chord to be same size and continuously braced unless noted otherwise. 6) 10- 2-12 17) 31- 1- 8 28) 14- 8- 4 of this information asitmay relate toaspe- grade as chord to which it is attached. *** CUT TOP CHORD OVER INTERIOR SUPPORT *** 7) 12- 1- 8 18) 33- 9- 0 29) 10- 2-12 ctfic project and accepts no responsibility or This truss is designed to bear on multiple 8) 14- 8- 4 19) 35- 9- 4 30) 9- "6-12 withregardtollatioa- exercises noBross This truss *NOT* designed for wind load! supports. Interior bearing locations shouldECp1 g 9) 17- 3- 0 -20) 35- 9- 4 31) 7- 3-12 ipol tion, handling, shipment and Installation of trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: be marked on truss. Shim or wedge if L/425 10) 19-" 9-12 21) 33- 9- 0 32) 5- 3-12 individual budding component in accordance with at JOINT #31 _ necessary to achieve full bearing. 11) 19-11-12 22) 29- 0- 8 33) 0- 0- 0 - ANSI/TPI 1-1995 and NDS -97 to be incorporated L=-0.541' D=-0.20" T=-0.75" - - aspanofthe building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI TOTAL DESIGN LOADS------------ ct provalbnal T= 0.1211 1- 2 0 0.19 33-32 2132 0.90 Uniform PLF From PLF To engigner( rWhenredarwed oraWhenreviewedforapprovalshownbuildingbottlingdesigner, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3762 0.97 32-31 3762 _0.73 TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 must be checked to be sure that the data shown T= 0.09" - 3- 4 -3762 0:63 31-30 3762 6.73 BC Vert L+D -10 0.- 0- 0 -10 35- 9- 4 are in agreement with the local building codes, 4- 5 -4505 0.66 30-29 4206 0.43 Concentrated LBS Location local .curnaticrecords for wind orsnow loads. RMB = 1.15 5- 6 -4505 0.29 29-28 4206 0.99 TC Vert L+D -435 35- 9- 4 pmJect specifications or special applied loads. 6- 7 -4505 0.47" 28-27 1982 0.55 MAX. "REACTIONS PER BEARING LOCATION ----- Unless shown, truss has not been designed for storage or occupancy loads. The design assumes 7- 8 -3414 0.54 27-26 -76 0.00 X -Loc Vert Horiz Uplift Y -Loc Type compression Chords (top orbottom) are contmu- 8- 9 -3414 0.47 26-25 1269 0.33 0- 3- 6 1089 0 0 BOT PIN ously braced by sheathing unless otherwise 9-10 76 0.32 25-24 1269 0.43 19-10-12 1859 0 0 `BOT H -ROLL specified. Where bottom Chords intension are 11-12 76 0.33 -24-23 1946. 0.89 33- 6- 8 1491 0. 0 -BOT H -ROLL not fully braced laterally by a property applied 12-13 -1974 0-37" 23-22 1946 0.89 rigidceWng,theyshouldbebracedata 13-14 -1974 0.31 22-21 1223 0.55maximumspacingofl0'-O"o.c.Connector plates shall be manufactured from 20 gauge hot 14-15 -1974 0.52 21-20 0 "0.09 dipped galvanized steel meeting ASTM A 653, 15-16 -1946 0.74 Gude 40, unless otherwise shown. 16-17 -1946 0.89 FABRICATION NOTES 30.00" 17-18 879 0.52 18-19 879 0.52 435# t yp.- 1 Prior to fabrication, the fabricator shall review 35-9-4thisdrawingtoverify, that this drawing Is in 1 2 3 4 5 6 7 8 9 10 11. 12 1314 15 16 17 1.S 1 conformance with the fabricators plans and to realize a continuing responsibility for such ved- fication. Any discrepancies'am to be put in writing before cutting or fabrication. 6-3-12 27-11.-12 Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut 1-10-8 2-0-0 for tight fidung wood to wood bearing. Con- I I nector plates shallbe located on both faces of the truss with nails fully imbedded and shall be syrn. about the joint unless otherwise shown. A- 1-4-0 W=3X6 1.5X3 1-5X3 1-4-0 - 5x4 plate is 5" mvide x 4" long. A 6x8 plate is 6" wide x B" long. Slots (holes) run to 3X6 W=3X6 3X4 1.5X3 3X8 3X4 3X4parallel the plate length specified. Double cuts on web 3X6 6X12 3X6 6X8 3X6 3X4 1.5X3 4X8 L5X3 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 - 4X8 6X8 3X6 W =3X6 3X10 W =3X6 3X6 1.5X3 3X4 1.5X3 Lug and/or creditor stresses. ts truss is not 6X8 3X6 3XIOtobefabricatedwithfireretardananttreated lumber unless otherwise shown. For additional N = 2X4 4X6 information on Quality Control refer to ANSI/TPI 1-1995 4 PRECAUTIONARY NOTESX33 35 32 31 3029 28 27 2fi5 24 23 22 21 2 All bracing and erection recommendations are to be followed in accordance with "Iiandling 1090# 6.75" 1.860# 3.50" 1492# 8.00" CANT: 1-10-12 Installing & Bracing", HIB -91. Trusses are to be -handled with particular care during banding l - 1.9-10-12 9{e 13-11-12 and bundling, delivery and Installation to avoid I damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be L 35-9-4 designed and Installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS HONVN PLATES ARE TI -70 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports sea e = 0.1873 required. Normal precautionary action for WARNING: READ ALL NOTES ON THIS SHEET. - Eng. Job: BBRAFiresLemporaxybracingduring inissesron betweeninsta8atlonbetween trusses [o avoid topplingtoo and dominoing. The supervision °``rection of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: - Truss ID: F31 trusses shall be under the control of persons MATO ind f C/Sten S 1-03-02experiencedintheInstallationoftrusses. YY • Q V J Dsgnr: TLY Chk: ..Date: Professional advice shall be sought it needed. Concentration loads CONTRACTOR. TC Live 40.0 psf DurFac - Lbr: 1.00ofconstructiongreater BRACING WARNING: - than the design loads shall not applied toapplied 4005 MARONDA WAY Bracing shown on this dowing is not erection bracing, wind bracing, bracing or similar bracing TC Dead 10.0 psf burFae - Pit: 1.00 trusses al any [Imo No loads othth than the weight of the erectors shall be applied to SANFORD, FL. 32771 portal which is a part of the building design and which must be considered by the bu8dhig designer. Bracing Provisions BC LIVQ 00 sfp O.C. Spacing: 24.0" trusses until after all fastening and bracing 407) 321-0064 Fax (407) 321-3913 must beshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. m made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPIiscompleted. be HIB TPI). BC Dead 5.0 psf " TOMAS PONCE P.E. Add itlonaI bracing of the overall structure may required. (See -91 of Code Desc: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREEN BROOK CT.OVIEDO.FL32766 TOTAL 55.0 psf V:12.03.01- 10679- 6 Design: Matrix Analysis JOB PATH: C.ITEE-LOBIJOBSIBBRAF HCS: 11.28.0/ 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 acontinuing responsibility for such veri- fication. Any dlsempancles are to be put in willing 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 syrrn. 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 minimum sizes based on the forces shown andmay need to be increased for certain hand- ing and/or erection stresses. This truss isnot 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 boating 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 inslallatlon 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. 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. 35-9-4 1 2 3 4 S 67 8 4 10 11 12 0 14 15 16 17 18 19 202122 23 242526 27 ' 28 2!30'3132, 1.5X3 N =1.5X3 1.5X3 1.5X3 1.5X3 14-014-0 1.5X3 1.5X3 1.5X3 W=3X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X4 1.5X3 3X4 1.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 W=3X61.5X3 3X4 1.5X3 3X4 3X4 11 AN 13 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3. 1.5X3 7 1.5X3 W=3X6 3X4 1.5X3 1.5X3 1.5X3 1.5X3 W=3Xd.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X8 35-9-4 65 64 63 62 6160 59 58 57 56 55 54 53 52 51 50 49 48 4746 45 44 43 42 414039 38 37 385 343 0# 8.00" 0# 8.00" CANT: 1-10-12 1 35-9-4 - 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support fM ronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.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 baring 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 TPIt Truss Plate Institute, TPI. Is located at 583 D'Ono(rio Drive, Madison, Wisconsin"53719). Design: Metric Analysis - JOB PATH: C:ITEE-LOKUOBSIBBBAF Studs 0 14-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live JB: BAYBURY FLOOR AC: WO: BBRAF WE: TC Dead 10.0 psf TI: F33 0.0 QTY: 1 DESIGN INFORMATION CUTTING ONLY **** Truss NOT designed for Wind Loads. **** Joint Locations======_==___=== psf TOP CHORDS: 4x2 SP #2 1) 0- 0- 0 23) 26-10- 0 45) 22-.10- 0 This design is for an Individual building component and has been based on information BOT CHORDS: 4x2 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 6- 0' 24) 28-. 2- 0 46) 21--6- 0 provided by the client. The designer disclaims WEBS: 2-4x2 SP #3 continuously braced unless noted otherwise. 3) 2=10- 0- 25) 28-10- 8 47) 20-10-12 - anyresponsibilityfor damages asa-sulto( 4x2 SP #3 28,32,33 *** COT TOP CHORD OVER INTERIOR SUPPORT *** 4) 4- 2- 0 26) 29- 6- 0 48) 20- 2-. 0 faultand/ ormconfuinformation. GABLE STUD: 4x2 SP #3 This truss *NOT* designed for wind load-! - 5) 5- 6- 0 27) 30-10- 0 49) 18-10- 0 thetru designations anther designs furnished the truss designer 6) 6-10- 0 28) 32-. 2- 0 50) 17- 6- 0 ctbyLiteclientandthecorrectness or accuracy 7) 7- 1- 8, 29) 337 9- 0 51) 16- 2-„0 of this Information asltmay relate toaspe- cmc project indaccepts noresponsibility or 8) 8- 2- 0 30) 33- 6- 0 52) 14-10- 0 exercises no control with regard to fabrics- 9) 9- 6- 0 31) 34-10- 0 53) 13- 6- 0 tion. handling. shipment and Installation of 10) 10- 7-12 32) 35- 9- 4 54) 12- 2- 0 trusses. This truss has been designed as an- 11) 12- 2- 0 33) 35- 9- 4 55) 10-10- 0 individual building component in accordance with 12) 13- 6- 0 34) 34-10- 0 56) 9- 6- 0ANSI/TPI1-1995 and NDS -97 to be incorporated as part of the building design by a Building 13) 14-10- 0 35) 33- 6- 0 57) 8- 2- 0 Designer(mgistemda Wtectorpmfessional 14) 16- 2- 0 36) 33- 9- 0 58) 7- 1- 8 engineer)_ when reviewed for approval by the 15) 17- 6- 0 37) 32- 2- 0 59) 6-10- 0 buildingdesigner.the design loadings shown 16) 18-10- 0 38) 30-10- 0 60) 5- 6- 0 must be checked to be sure that the data shown are in agreement with the local building codes, 17) 20- 2- 0 39) 29- 6- 0 61)-4-10-12 local climatic records for windor snow loads, 18) 21- 6- 0 40) 28-10- 8 62) 4- 2- 0 project specifications or special applied loads. 19).22-10- 0 41) 28- 2- 0 63) 2-10- 0 Unless shown, truss has not been designed for- 20) 24- 2- 0 42) 2 0 64) 1- 6- 0 storage or occupancy loads. The design assumes 21) 24- 9- 4 43) 255- 10- - 6- 0 65) 0- 0- 0 compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 22) 25- 6- 0 44) 24- 2- 0 specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxlmmn 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 acontinuing responsibility for such veri- fication. Any dlsempancles are to be put in willing 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 syrrn. 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 minimum sizes based on the forces shown andmay need to be increased for certain hand- ing and/or erection stresses. This truss isnot 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 boating 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 inslallatlon 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. 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. 35-9-4 1 2 3 4 S 67 8 4 10 11 12 0 14 15 16 17 18 19 202122 23 242526 27 ' 28 2!30'3132, 1.5X3 N =1.5X3 1.5X3 1.5X3 1.5X3 14-014-0 1.5X3 1.5X3 1.5X3 W=3X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X4 1.5X3 3X4 1.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 W=3X61.5X3 3X4 1.5X3 3X4 3X4 11 AN 13 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3. 1.5X3 7 1.5X3 W=3X6 3X4 1.5X3 1.5X3 1.5X3 1.5X3 W=3Xd.5X3 1.5X3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X8 35-9-4 65 64 63 62 6160 59 58 57 56 55 54 53 52 51 50 49 48 4746 45 44 43 42 414039 38 37 385 343 0# 8.00" 0# 8.00" CANT: 1-10-12 1 35-9-4 - 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support fM ronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.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 baring 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 TPIt Truss Plate Institute, TPI. Is located at 583 D'Ono(rio Drive, Madison, Wisconsin"53719). Design: Metric Analysis - JOB PATH: C:ITEE-LOKUOBSIBBBAF Studs 0 14-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 psf scale = 0.1873 Truss ID: F33 Date: 2-25-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0'( Design Criteria: TPI Code Desc: uetign: Manx Anarysa JOB PATH: C:l7EE-LOKVOBSIBBR4F HCS.- 11.23.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F4 QTY:3 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====__======== This design is for an Individual building BOT CHORDS: 4x2 SP #2 composites result of multiple loads. 1) 0- 0- 0 8) 14- 8-10 15) 10- 3- 6componentandhasbeenbasedoninformation the client. WEBS: 4x2 SP #3 All COMPRESSION Chords are asstaned to be 2) 0-10-14 9) 16- 1- 8 16) 8- 8-10 gesiasaregner anyrpmveedbyibilAvfordam tofs anyyresult 2-4x2 SP #3 4,13 continuously braced unless noted otherwise. 3) 3- 6- 6 10) 17- 4- 2 17) 4- 1-14 trieib t(ordamagesasaresultoffaultyortncorectmformauon, spectOcattons MAX LIVE LOAD DEFLECTION: NOT* 1ThistrussNOTdesignedfor.wind load- 4) 6- 1-14 11) 19- 4- 6 18) 3- 6- 6 and/or designs furnished to the truss designer L/962 at JOINT # 6 5) 8- 8-10 12) 19- 4- 6 19) 0- 0- 0bytheclientandthecorrectnessoraccuracyL=-0.16" D=-0.06" T=-0.22" TC... FORCE... CSI - ..BC... FORCE... CSI 6) 10- 3- 6 13) 17- 4- 2ofthisinformationasitmayrelatetoaspe- cific and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 0 0.23 19-18 51 0.24 7) 12- 4-14 14) 12- 4-14project tier,lses no brica- with regard ofationo T= 0.05" 2- 3 513 0.45 18-17 1496. 0.39 handlig,shi mentandinsl tion, handling, shipment and installation of MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 513 0.45 17-16 1496 0.38 TOTAL DESIGN LOADS ------------ trusses. This truss has been designed as an T= 0.03" 4- 5 -2212 0.34 16-15 2190 0.77 Uniform PLF From PLF To individual building component In accordance with ANSI/TPI and NDS -97 be incorporated RMB = 1.15 5- 6 - -2212 0.37 15-14 - 2190 0.77 TC Vert L+D -100 0- 0- 0 -100 19- 4- 6 the b- as part of the bedding y Building 6- 7 -2190 0.59 14-13 1432 0.48 BC Vert L+D -10 0- 0- 0 -10 19- 4- 6 Designer (registered architect or professionalarchitesignector 7- 8 -2190 0.68 13-12 - 0 0.09 Concentrated LBS Location engineer). when reviewed for approval by the 8- 9 854 0.38 TC Vert L+D 435 4- 6buildingdesigner. the design loadings shown mustbecheckedbe shown 9-10 854 0.50 19- MAX. REACTIONS PER BEARING LOCATION----- WithareInagreementwth the local building codes, 10-11 854 0.50 X-LOC Vert Horiz Uplift Y -LOC Type local climatic records torr wind or snow loads, 3- 6-10 1184 0 0 BOT PIN project specifications or special applied loads. 17- 1-10 1447 0 0 BOT - H -ROLL 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 maclmum 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 NOTES30.00° a3s# Prior to fabrication, the fabricator shall review iyp. this dmwing to verity that this drawing is in conformance with the fabricators plans and to 19-4-6 realize a continuing responsibility for such ver- veri- 1 2 3 4 5 6 ] 9 10 11fication. Any discrepancies are to be put in writs before cutting to fed overlon. Plates shall not be Installed over knotholes. 11-4-2 knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- 2-0-0nectorplatesshallbelocatedonbothfacesof thetruss with nails fully imbedded and shall be sym. about thejotnt unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" 1.5X3 wide x 8" long. Slots (holes) run parallel to 4X6 the plate length specified. Double cuts on web members shall meet chile centroid the webs 1.5X3 2X4 3X6 1.5X3 3X4 1.5X3 3X8 W = 3X4 2X4 3X4 unless otherwise shown. Connector pplate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- 1-4-0 1-4-0lingand/or erection stresses. This truss is not to be fabricated with fire retardant treatedlumberunlessotherwiseshown. For additional 4X6 W. =3X4 3X6 1.5X3 3X4 3X10 1.5X3informationonQualityControlreferto ANSI/TPI 1-1995 1.5X3 3X10 PRECAUTIONARY NOTES All bracing and erection recommendations are 0 1-8 I to be followed in accordance with "Handling 19-2-14Installing & Bacing% HIB -91. Trusses are to 9 18 17 16 15 14 13 12behandledwithparticularcareduringbanding and bundling, delivery and Installation to avoid CANT:. 3-4-14 1185# 3.50" damage. Temporary and permanent bracing 1447# 8.00" CANT: 1-10-12 for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be 19-4-6 designed and installed by others. Careful hand- ling Is essential and crection bmcing B always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995required. Normal precautionary action for Scale = 0.3460 irussesrequiressuch temporary bracing during installation between tnrsses to avoid topplingEng. and dominring. The supervision of erectlon of trusses shall be under the control of persons aronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g Job: DWg: BBRA Truss ID: F4 ecperienced lir the Installation of trusses. P ofessinnal advice shall be sought if needed. CONTRACTOR. Dsgar: TLY elk• Date: 1-03-02 Carr the d" gtion of o d swcunoic. loads greater than the loads not to BRACING WARNING: TC Live 40.0 psf DurFae - Lbr: 1.00 t acorn tmsses at any time. No loads other than theotorthanother 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar hachrg TC Dead 10.0 pSf DurFae - Pit: 1.00 weight of the erectors shall be applied to trusses until after all fastening and bracing SAN FORD, PL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0" is 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC ).lire 0.0 , p Sfcompleted. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delennined by the building designer. Additional bmcmg the - BC Dead 5.0 Design Criteria: TPI' of overall structure may be required. (see HIB -91 of TPI). PSI` LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). COUP. Desc: Code 1890 GREEN BROOK C .OVIEDO.F1_32766 TOTAL 55.0 psf V:12.03.01-. 1.0681- 8 uetign: Manx Anarysa JOB PATH: C:l7EE-LOKVOBSIBBR4F HCS.- 11.23.01 uesiga: Mainz AnatyslS JOB HATH: C:17FF-L0KVOBS1RBkAF QTY:4 _ 1- 4 . HCS: 11.28.01 i JB: BAYBURY FLOOR AC: WO: BBRAF WE: Ti: F5 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 MULTIPLE LOADS -- This design is the Joitit Locations=======_ This design is for an Individual building BOT CHORDS: 4x2 - SP #2 composite result of multiple loads. 1) 0- 0- 0 6)' 11- 4- 8 11) 9 component and has been based on Information WEBS: .4x2 SP #3 All COMPRESSION Chords `are assumed to be - 2) 2- 9- 0 7) 14- 0- 0 12) 6-11-12providedbytheellen. The designer disclaims anv responsibility for damages az aresult o( 2-4x2 SP #3 10 continuous) braced unless noted otherwise. 3 5- 3-12 B 16- 0- 4 13) 5- 3-12 faulty or Incorrect information, specifications MAX LIVE LOAD DEFLECTION: gIlThistrussdesigned for wind load! 4) 6-11-12 9) 16- 0- 4 14) 0- 0- 0 and/or designs furnished to the truss designer L/813 at JOINT # 9 5) 9- 1- 4 10) 14- 0- 0 by the client and the correctness or accuracy L= -0.17".D=-0.06" T=-0.23" TC. ..FORCE.... CSI ..BC... FORCE... CSI of this information as it may relate to aspe- MAX HORIZONTAL TOTAL LOAD. DEFLECTION: 1- 2 0 0.33 14-13 1387 0.45 TOTAL DESIGN LOADS------------ etflcproject and accepts no responsibility or .. exercises no control with regard to fabrica- T= 0.04" 2- 3 -2075 0:40 13-12 2040 0.89 Uniform PLF From PLF TO tion. tion, handling, shipment and Installation of MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -2075 0.50 12-11 2040 0.89 TC Vert L+D 100 O- 0- 0 -100 16- 0- 4 Uueses. This buss has been designed as an T= 0.03" 4- 5 -2040 0.71 11-10 1257 0..53 BC Vert L+D- 10 0- 0- 0. -10 16- 0- 4 individual budding component in accordance with 5- 6 -2040 0.91 10- 9 0 0.08 Concentrated - LBS Location ANSI/TPI I-1995 and NDS -97 to be incorporated RMB = 1.15 6- 7 878 0.51 TC Vert L+D 435 16- 0- 4aspartofthebuildingdesignbyaBuilding Designer (registered architect or professional 7- 8 878 0.51 MAX. REACTIONS PER BEARING LOCATION ----- engineer). When reviewed for approval by the X -LOC Vert Horiz Uplift Y -Loc Type building designer, the design loadings shown 0- 1712 760 0 0 BOT PIN. most be checked to be sure that the data shown 13- 9- 8 1503 0 0 BOT H -ROLL re in agreement with the local budding codes, local climatic records for wind or snow loads,. project specifications or special applied loads. Unless shomn, 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 rigidceiling, 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. I 30P. 435# FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing W verify that this drawing Is In 16-0-4 conformance with the fabricator's plans and to 2realizeacontinuingresponsibilityforsuchveri- 3 4 5 6 7$ Any discrepancies are io . put In writinguTl[Ing before cutting or fabrication. 1I1 8-0-8 Plates shall not be Installed over knotholes, knots or distorted giatn. Members shall be cut Ii" I 2-0-0 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 15x4plateis5" wide x 4" long. A 6x8 plate is 6" 5X3 wide x 8" long. Slots (holes) ran parallel to length d.Double cutshe web 1.5X3 3X6 1.5X3 3X4 1.5X3 3X8 2X4 3X4 T me bee meetmembersshallmeet a[ the centroid of the websat unless otherwise shown. Connector plate sizes IQ re minimum sizes based on the forces shown 1-4-0 1andmayneedtobeIncreasedforcertainhand- Ingand/or erection stresses. This truss 1s not to be fabricated with Ore retardant treated ' 3X6 3X6 1:5X3 3X4 3X10 1.5X3 dumber 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 & Stating", HIB -91. Trusses are to be handled with particular rare during banding and bundling, delivery and installation to avoid 760/1 -3.50" 1503# $.0011 CANT: 1-10-12damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- 16-0-4tionandforresistinglateralforcesshallbe I 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 = 0.4182 required. Normal precautionary action for bratoppa-ng rugiresbetweensuctrussesInstallationunsla0atlonbetweentrusses [o avoid [dppWg and dominoing. The supervision of erection of trosses the control Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING- Eng. Job: Dsg: _ BBRAF Truss ID: F5 ns of tupersons the installationPYperieno al m me Ins 1 be so g t if neeProfessionaladvicesnailbesoughtUneeded. CONTRACTOR. Dsgar: TLY Chk• Date: 1-03-02 Concentration of construction loads greater thanthedeslgn loads shall not be applied to BRACING WARNING: TC Live 40.0 psf DurFac - Lbr: 1.00 busses at any time. No loads other than the 4005 MARONDA WAY Bracing shown on this dawmg is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 psf DurFae - Plt: 1.00 weight of the erectors shall be applied to trusses fastening SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0ttuntilafterallandbracing407) 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 sfp is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specllied locations determined by the building designer. Additional bracing the - BC Dead 5.0 psfp Design Criteria: TPI of overall structure may be required. (See HIB -91 of TPII. Code Dese: - LICENSE #0050068 IT— Plate Institute, TPI, is located at 583 D'Onofio Drive, Madison, Wisconsin 53719E 1890 GREENBROOK CT.OVIEDO.FL32766 TOTAL 55.0 . psf V:12.03.01-10682- 9 uesiga: Mainz AnatyslS JOB HATH: C:17FF-L0KVOBS1RBkAF QTY:4 _ 1- 4 . HCS: 11.28.01 i ce6b -w,u n - ,u JVv PAM: 1.:11L'L-LUKL1()8W 13KA1- HCS: 12.19.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F6 QTY:4 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 This truss *NOT* designed for wind load! Joint Locations_______________ This design is for an Individual building BOT CHORDS: 4x2 SP #2 1) 0- 0- 0 5) 7-11- 8 9) 7-11- 8componentandhasbeenbasedoninformation provided by the client. The designer disclaims WEBS: 4x2 SP #3 TC... FORCE... CSI ..BC... FORCE... CSI 2) 2- 9- 0 6) .10- 6- 410) 5-11- 8 any responsibility for damages as a result of 2-4x2 SP #3 10 1- 2 0 0.35 12-11 1321 - 0.37 3) 3- 8- 8 - 7) 13- 3- 4 11) 3- 8- 8 faulty or incorrect information. specifications MAXLIVE LOAD DEFLECTION: 2- 3 -1606 0.37 11-10 1946 0.56 4) 5-11- 8 8) 13- 3- 4 12) 0- 0- 0 and/or designs furnished to the truss designer L/999 3- 4 -1606 0.30 10- 9 1946 0.60 MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy L=-0.09" D=-0.03" T=-0.121 4- 5 -1946 0.31 9- 8 1319 0.46 X-Loc Vert Horiz Uplift Y-Loc TypeoftinsInformationasitmayrelatetoaspe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 -1946 0.44 0- 1-12 729 0 0 BOT PIN cific project and accepts no responsibility or exercises control with regard T= 0.0311 6- 7 0 0.38 12-11-14 729 0 0 BOT H-ROLL tafabrics- tion, handling, shipment and installation of MAX HORIZONTAL LIVE LOAD DEFLECTION: trusses. This truss has been designed as an T= 0.02" individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated RMB = 1. 00 -. 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 surethat the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a macimum 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. Ia 30.00" typ- FABRICATION NOTES Prior to fabrication, the fabricator shall review 13-3-4 1 2 3 - 4 5 6thisdrawingtoverifythatthisdewingisin conformance with the ponsi tors pians and rtrealizeiingforsuchvert- 7 - screresponsibWtyatioacon discrepanciesration. Any discrepancies are to be put in 6-11-8 Plating before cutting fabrication. Plates shad not be installed over knotholes. 1.-10-8 knots or distorted grain. Members shall be cut I 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 1sym.about thejointunless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x o long, Slots (holes) run paralleltheplatelengthspecified. Double cuts on web 5X3 1.5X3 3X6 1.5X3 3X4 1.5X3 - 3X6 2X4 T members shall meet at the centroid of the webs Ip unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown 1-4-0 1-4-0 and may need be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber runless otherwise shown. For additional information on Quality Control refer to 3X6 3X6 1.5X3 3X4 3X6 ANSI/TPI. 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling 13-3-4Installing6Bracing', HIB-91. Trusses are to 12 11 10 _ 9 8behandledwithparticularrareduringhanding and bundling, delivery and installation to avoid 730# 3.50" mdaage. Temporary and permanent bracing 730# 6.75" for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be 13-3-4 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 1-1995required. Normal precautionary action for Scale = 0.5049 trvssesronbet eentrusuch mporarybmcin piing g Installatleq between trusses rtoay bra ing during and dominomg. The supervision of erection of trusses shall be under the control of persons CMaronda S)/StellilS WARNING: READALLNOTES ON THIS SHEET. - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING ER .lOb' g Dwge BBRA - - Truss ID: F6 axpenenced in the installation of trusses. Professlonal advlce shall be sought if needed. CONTRACTOR. , - - DS nr• TLY Cnk• g Date: 3-14-02 Coneenerauornofconstructionload. greater than the design loads shall not be applied to TCBRACINGWARNING: Live 40.0 pSf DurFae - Lbr. 1.00 time. trusses at any No loads other than the 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 psi - DurFae - PIt: 1.00 weight of the erectors shall he applied to trusses until after all fastening and bracing 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 be BC Live 0.0 pSf O.C. Spacing: 24.Ortpg' is completed. TOMAS PONCE P.E. must made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the BC Dead 5.0 pSf Design Criteria: TPI of overall structure may be required. (See 11113-91 of TPI). Code Desc: LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 18900REENBRDOK CT.0NED0.FL92766 TOTAL 55.0 pSf V:01.25.02- 9848- 52 ce6b -w,u n - ,u JVv PAM: 1.:11L'L-LUKL1()8W 13KA1- HCS: 12.19.01 r Design: Matdr Analysis JOB PATH: C:ITEE-LOKVOBSIBBPAF NCS: 12.19.01 JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F7 QTY:1 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 This truss *NOT* designed for wind load! Joint Locations=======_=_===== This design is for an Individual butidfng BOT CHORDS: 4x2 SP #2 1) 0- 0- 0 5) 4- 1-10 9) 2- 7- 4 component and has been based on Information WEBS: 4X2 SP #3 TC... FORCE... CSI .. BC... FORCE... CSI 2) 0- 6- 0 6) 5- 9- 0 -10) 2- 0-12 providedby[heclfent.The designerdisclamrs 2-4x2 SP #3 1,8 1- 2 0 0.05 12-11 0 0.16 3) 2- 0-12 7) 5- 9- 0 11) 0- 6- 0 any re slbfiltyfor aresult of MAX LIVE LOAD DEFLECTION: 2- 3 0 0.19 11-10 -1 0.16 4) 2- 7- 4 8) 4- 1-10 . 12) 0- 0- 0 or Informages ation, specificationsfaultyorIncorrectinformation, crus designerand/or designs furnished to the [russdeslgner L/999 4- 5 1 0.17 10- 9 -1 0.00 MAX. REACTIONS PER BEARING LOCATION ----- bythe ctlentand the correctness or accuracy L=-0.01" D= 0.00" T=-0.01" 5- 6 -140 0.17 9- 8 140 0.04 X -Loc Vert Horiz Uplift Y -Loc" Type of this information as it may relate to a spe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 8- 7 0 0.01 5-11- 4 205 0 0 TOP H -ROLL cific project and accepts no responsibility or T= 0.01" 0- 3- 6 116 0 0 BOT PIN exercisesli controlwent regard fabric#- tion, handling, shipment and installation of MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 4- 0 344 0 0 BOT H -ROLL " trusses. This truss has been designed as an T= 0.00,- 00" individualIndividualbuilding component in accordance with ANSI/TPI 1-1995 and NDS -97 to be Incorporated RMB = 1.00 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 be checked to be sure that the data shown are in agreement with the local building ccdes, 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 conitnu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a 6-1-0 maximum spacing of 10'-0" o.c. Connector 1 2 3 4 - 5 T 6platesshallbemanufacturedfrom20gaugehot dipped galvam zed steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES 2X4 1.5x3 3X4 1.5x3 3X4' 4X6 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such vert- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, is or distorted gram. Members shall be cut for tight fitting wood to wood hearing. Con- 1-4-0 1-4-0nectorplatesshallbelocatedonbothfacesof 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 webs14 1unlessotherwiseshown. Connector plate sizes are minimum sizes based on the forces shown 2X4 3X4 1.5X3. 3X4 4X6 1:5X3andmayneedtobeincreasedforcertainhand- 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 0-4-0 - 5-9-0 PRECAUTIONARY NOTES All bracing and erection recommendations are t2 11 to 9 8 7 to be (ollowedm accordance with "Handling 116!/ 6.75" 345# 8.00" 205N 3.50" _ Installing & Bracing', HIB -91. Trusses are to be handled with particular care during banding 102-4-0 D 3-9-0 1 and bundling, delivery andinstallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be 5-9-0 I0_4_0 J designed and Installed by others. Careful hand- flip-4:jU14lingisessm"'d and erection bracing is always EXCEPT AS HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports sea e 1 required. Normal precautionary action for WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: 77759R77lostesrequiressuch Ilaionbetweentussestaryoabracingduring Installation between trusses to avoid toppling nofanddnminoing. Thesupervisioncof ontroltrussesshallbeunderthecontrol persons the installation trusses. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`g: Dsgnre TLY Chk: Truss ID: F7 . Date: 3-14-02experiencedinofu Professional advice shall be sought if needed. Concentration of construction loads CONTRACTOR. ". TC Live 40.0 DurFae - Lbr: 1.00 4005 MARON DA WAY greater than the design loads shall not be applied to No loads BRACING WARNING: Bmctn drawn bmcin brach hmcm bmcin TC Dead 10.o psf psf DurFae - Pit: 1.00trussesatantime. other than theY weight of the erectors shall be applied to SANFORD, FL. 32771 shorn on this is not erection wind portal or similarggg• g• P g g which is a part of the building design and which must be mnsedemd by the building designer. Bl Ing BC ].,IVC 0.0 psfp O.C. Spacing: 24.0" trusses until atter all fastening and tracing H completed. 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss inernbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at endsandspecified locations determined by the building designer.- Design Criteria: TPI TOMAS PONCE P.E. BC Dead 5.0 psf Additional bracing of the overall structure may be required. (See HIB -91 of TPI). Code Desc: LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison." Wisconsin 53719). 1890GREENBROOKCT.OVIEDO.FL32766 TOTAL 55.0 psf V:01.25.02- 9840-44 Design: Matdr Analysis JOB PATH: C:ITEE-LOKVOBSIBBPAF NCS: 12.19.01 Desigrc Afai n Analysis. !OB PATH: CATEE-LOKVOBSIBBR,4F HCS: 11.19.01 iJB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F8 QTY:2 DESIGN INFORMATION this design is for an Individualbuilding component and has been based on Information provided by the client. The designer disclaims faulyorIncorr responsibility for damages asaresult ot faulty or Incorrect fu information, attoth specifications. to the truss designerand/or designs the correctnessbyt}re client and the correctness or accuracy of this Information as It may relate to a spe- TOP CHORDS: 4x2 SP #2 This truss *NOT* designed for wind load!==============Joint Locations=====---======= BOT CHORDS: 4x2 SP #2 1) 0- 0- 0 4) 3- 9- 0 7) 0- 6- 0 WEBS: _4x2 SP #3 ..TC... FORCE... CSI ..BC... FORCE... CSI 2) 0- 6- 0 _ 5) 3- 9- 0 8) 0- 0- 0 2-4x2 SP #3 1,5 1- 2 0 0.18 8-. 7 0 0.25 3) 2- 1- 5 -6) 2--.1- 5 MAX LIVELOADDEFLECTION: 2- 3 0 0.22 7- 6, 198. 0.30 ----MAX. REACTIONS PER BEARING LOCATION-----' L'/999 3- 4 -198 0.23 6- 5 0 0. 07 X-Loc - Vert Horiz '., Uplift Y-Loc Type L=-O.Ol" D= 0.00" T=-0.01" 3-11- 4 234 0 0 TOP H-ROLL MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3- 6 210' 0 0 BOT PIN cific project and accepts no responslbldty or exercises no control with regard to fabrica— tion, handling, shipment and installation of trusses. This truss has been designed as an T= 0.00,, T= 0.00^ - - Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated RMB = 1.00 - as part of the building design by a Budding Designer_ (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sum that the data shown are inagreement 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- 44-0 ously braced by sheathing unless otherwiseIlk specified. Where bottom chords in tension are 7— 11 1 - _ 2 3 - 4 not fully braced laterally by a properly applied rigid ceiling; they should be braced at a maximmuspacing of 10'-0" -_ Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM.A 653, 2X4 1.5X3 3X4 4X6 - Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review LlthisdrawingtoverifythatthisdrawingisIn conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fleatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 14-0 1-4-0 ector plates shall be located on both faces of the truss with nails fully imbedded and shad be sym. about thejoint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes - are mimmuru sizes based on the forceshown may need to be increased for certain hand- nd g and/or erection stresses. This truss is not to be fabricated with fire retardant treated 2X4 3X4 4X6 - 1.5X3 - lumber unless otherwise shown. For additional tod.nr coon on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES 0-4-0 All bmetng and erection recommendations are to be followed in accordance with "Handling 3-9-0 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- Itlon and for resisting lateral forces shad be 18 7 6 5 2111/ 6.75" 235// 3.50° 3-9-0 9 g 0-4-0'-I R04-0) 1 designed and installed by others. Careful hand- ling Is essential and emctlon bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5750 required. Normal precautionary action for to piingduring lnlssesionbetweentrs such trusses temporary avoidinstallationbetweentrussestoavoid toppling Land — se. hall The snperWntroloerection °f shat be undert, anon ftofpersons the Installation oC 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 shad be applied to trusses a JI after all fastening and bating is completed. C/C I'AN1CexperiencedinarondaSystems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING-Dwg: CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal baring or similar bracing which is a part of the building design and which must be considered by the building designer. Baring shown is for lateral support. of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemrined by the building designer. Additional bracing of the overall structure may be required. (See.. 1118-91 of TPI). Eng. lob: DS ]r: I LY CI>k: WO: BBRA Truss ID: F8trusses Date: 3-14-02 TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 'psf DurFae - Lbr.. 1-.00 DurFac - Plt: 1.00 O.C. Spacing: 24.0ttiO ' Design Criteria: TPI Dese: 4005 MARONDA WAY SANFORD, FL. 32771 407) 321.-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIED0.FL32766 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 55.0 psf Code - V:01..25.02- 9841-45 Desigrc Afai n Analysis. !OB PATH: CATEE-LOKVOBSIBBR,4F HCS: 11.19.01 i 7==Z_=6-=4- Design: Mairir Analysis JOB PATH: CAT'F_F-LOKUOBSIBBRAF - HCS: 12.19.0/ JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F9 QTY: I DESIGN INFORMATION. TOP CHORDS: 4x2 SP #2 This truss *NOT* designed for wind load! ==============Joint Locations= Thsdesignistoranindividual buikiug' BOT CHORDS: 4x2 SP #2 1) 0- 0- 0 4) 7- 8- 0 component and has been based on information WEBS: 4x2 SP #3 TC... FORCE... CSI ..BC... FORCE... CSI 2) 2- '$- 4 5) 7- 8- 0 8) 0- 0- 0 prondded by the client. The designer disclaims BEAR. BLK: 2-4X2 SP #3 1- 2 -88 0.29 - 8- 7 734 0.26 3) 4-11-12 6) 4-11-12 for damages as a result ofany y or Incorrectfaultyorinign' MAX LIVE LOAD DEFLECTION: 2.- 3 -735 0.31 7- 6 739 0.17 fulnforrnatloth Lruis design and/ordesignsrumishedtothetrussdesigner L/999 3- 4 -89 0.30 6- 5 739 0.26 ---------,--- TOTAL DESIGN LOADS --._--_------ by the client and the correctness or accuracy L=-0.02" D=-0.01" T=-0.03" Uniform PLF From PLF To of this Information - it may relate to a spe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC Vert L+D -104 0- 0- 0 -104 7- 8- 0 chic protect and accepts no responsibility or T= 0.01" MAX. REACTIONS PER BEARING.LOCATION----- control With regard t talionexercises handling, trusses. his shipment and Installation of MAX .HORIZONTAL LIVE LOAD DEFLECTION: X -LOC Vert Horiz Uplift Y -LOC eP trusses. This ties has been designed as an T= 0.Ol" 0- 1- 8 399 0 0 TOP PIINNp individual building component in accordance with 8- 0- 8 399 0 0 TOP H -ROLL ANSI/TPI 1-1995 and NDS -97 to be incorporated RMB = 1.00 - 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 speclflcalions or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are -continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced ata I 30.00u Imaximnunspacingof10'-U'O.C. Connector a ell plates shah be manufactured from 20 gauge hot gyp• dipped galvanized steel meeting ASTM A 653, 8-2-0 LGrade40, unless otherwise shown. n 1 1 2 3 4 FABRICATION NOTES Prior to fabrication, the fabricator shall review 4-0-1 this drawing to verify that this drawing is in conformance with the fabricators plans and to I9i 2-0-Z !u -- realize a continuing responsibility for such vers- I I fication. Any &-repancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cul for tight fitting wood to wood bearing. Con- 6X8 3X4 3X6 6X8 sector plates shall f located on both (aces of the truss with rolls fully imbedded and shall be T Tsym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" L I ITTwidex8" long. Slots (holes) run parallel to 0-11.-8theplatelengthspecified. Double cuts on web members shall meet the centroid the webs 1-2-8 0-I1-8 1-2-8wunlessotherwiseashown. Connector plate sizesp Iareminimumsizesbasedontheforcesshown and may need to be increased for certain hand- ilingand/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3X4 3X4 1.5X3 3X4informationongualityControlreferto ANSI/TPI 1-1995 3X4 - 3X4 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling 7-8-0 - Installing & Bracing", H1H -91. Trusses are to 8 7 6 5behandledwithparticularcareduringbanding and bundling, delivery and installation to avoid 400// 3.00" 4001/ 3.00" damage. Temporaryand pernanem bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be 0-3-0 I^ 7-8-0 0-3-0 R0-3-0 designed and installed by others. Careful hand- R0 ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 - Scale = 0.8204 required. Normal precautionary action for CMaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING . Eng. Job: g• Dwg: B B RA Truss ID: F9 ttssesrequirtweentuss- ttemporary bracingtru—s r q between [temps to avoid topplingppling and dominoing. The supervision of erection of trusses shall be under the control of persons expe„enced in the Installation of trusses. be CONTRACTOR. Dsgnr: TLY Clik: Date: 3-14-02 Professlonal advice shall sought it needed. Concentration of construction loads greater TC Live 40.0 psf DurFae - Lbr. 1.00 4005 MARONDA WAY than the design loads shall not be applied to trusses at an time. No loads other than the BRACING WARNING: - - Bracing on this drawing erection brach bracing, bracing bracing TC Dead 10.0 sf DurFae - Pit: 1.00y weight of the erectors shall be applied to hvmses fastening SAN FORD, FL. 32771 shown is not wind portal or similarggg g P g g which Is apart of the building design and which must be considered by the building designer. Bracing BC Live 0.0 P psf O.C. Spacing: .24.0" p g• until atter all and bracing Is completed. 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. - Additional bracing of the overall structure may be required. (See HIB -91 of TPD BC Dead 5.0 PSI' Code Dese: LICENSE #0050068 rITuss Plate Institute, TPP. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1690 GREENBROOK CT.OVIEDO.FL32766 TOTAL 55.0 psf V:01.25.02- 9845-49 7==Z_=6-=4- Design: Mairir Analysis JOB PATH: CAT'F_F-LOKUOBSIBBRAF - HCS: 12.19.0/ Design: Matrix Analysis JOB PATH: CAI EL-LUK UUBJIBHRA!' JB: BAYBURY FLOOR AC: WO: BBRAF WE: TI: F91 QTY: DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 All COMPRESSION Chords are assumed to be Joint Locations==============_. This design is for an individual budding BOT CHORDS: 4x2 SP #2 continuously braced unless noted otherwise... 1) 0- 0- 0 5) 4-10- 2 9) 2=11-12 component and has been based on information WEBS: 4x2 SP #3 This truss *NOT* designed for wind load! 2) 1- 6- 4 6) 6- 4- 4- 10) 0- 0- 0 provided by the client. The designer disclaims BEAR. BLK: 2-4x2 SP #3 3) 2-11-12 7) 6- 4- 4 any responsibility for damages as a result of MAX LIVE LOAD DEFLECTION: Tc... FORCE ...CSI .. BC ...FORCE ...CSI 4) 3 - 4 -12 8) 3 - 4 -12 Incorrect nishedtiothetrusdesignn. speciflestlons L/999 1- 2 -70 0.10 0-10 87 0.06 MAX. REACTIONS PER BEARING LOCATION----- and/ faulty rde5lgisfuror furnished the truss designerlient L=-0.01" D= 0.00" T=-0.01" 2- 3 -532 0.11 10- 9 403 0.15 X-Loc Vert Horiz Uplift Y-Loc Type carr ctbytheclientandthecorrectness or accuracybythea of this Information as it may relate to a spe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -532 0.05 9- 8 532 0.17 0- 1- 0 343 0 0 BOT PIN cifc project and accepts no responsibility or T= 0.00" 4- 5 -532 0.11 8- 7 401 0.15 6-10- 4 343 0 0 BOT H-ROLL exercises no control with regard tofabrim- MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -70 0.10 7- 0 87 0.06 tion, handling, shipment and Installation of T= 0.00" trusses. This truss has been designed as an Individual building component In accordance with RMB 1.15ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer Iregtstered 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 magreement 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 property applied 6-11-4rigidceiling, they should be braced at a 1 2 - 3 4 3-5-12 5 6maximuspacingof10'-0" o.e. Connectorm plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASPM A 653, Grade 40, unless otherwise shown. 0-3-8 FABRICATION NOTES Prior to fabriition, the fabricator shall review this drawing to verify that this drawing Is In confomrance with the fabricator's plans and to 3X4 3X4 realize a continuing responsibility for such vert- kation. Any discrepancies are to be put In 1.5X3 3X4 1.5X3 1.5X3 3X4 1.5X3 - 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 or 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" 1-4-0 I-4-0 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 shot" and may need to be increased for certain hand- Ling and/or erection stresses. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional 3X8 3X4 3X4 3X8 Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are 6-11-4tobefollowedinaccordancewith "Handling 10 9 8 7Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding 343# 2.00andbundling, delivery and installation to avoid damage. Temporary and permanent bracing _ for holding trusses In a straight and plumb pos- 343# 2.00" 0__3-8 _ I 6-4-4ai ai 0-3-8 RO-3-8) Ilion and for resisting lateral forces shall be 80-3-8) 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 = 0.9658 required. Normal precautionary action for trussesionrequires such bracing during WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: BBR F Installation between trusses to avoid topplingbet—en Dwg: Truss ID: F91 and dominoing. The supeMsion of erection of trusses shall be under the control of persons Maronda S)/Ste S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dsgnr: TLY Chk: Date:. 3-13-02 experienced in the installation or trusses. Professional advice shall be sought if needed. IC CONTRACTOR. TC Live ao.o psi DurFae - Lbr: 1.00 4005 MARONDA.WAY Concentration of construction loads greater than the design loads shall not be applied to BRACING WARNING: bracing bra TC Dead 10.0 psf DurFae - Pit: - 1.00 I— at any time. No loads other than the weight of the erectors shall be applied to SANFORD, FL.. 32771 B—Ing shown on this drawing is not erection bracing, wind bmcing, portal or similar 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" P ri trusses until after all fastening and bracing 407) 321-0064 Fax (407) 321-3913 show" is for lateral support of truss members only to reduce buckling length. Previsions must be determined by the building designer. Design Criteria: TPI is completed. made to anchor lateral bmcinat ends and specified locations BC Dead 5g .0 psf TOMAS PONCE P.E. Additional bracing of the overall stricture may be required. (See HIB-91 of TPR. Cade De LICENSE #00$0068 muss Plate Institute, TPI, is located at 563 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 55.0 psf V:01.25.022--9737-58 1890CREENBROOKCT.OVIEDO.FL32766 Design: Matrix Analysis JOB PATH: CAI EL-LUK UUBJIBHRA!'