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Home My WebLink About127 Crown Colony Way 03-2553 SFR (a)PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407475-9112 ELECTRICAL CONTRACTC MECHANICAL CONTRACT PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION kro toyrst 4%6v�- PERM[IT #Q3" d1%), DATE V '- , PERMIT DESCRIPTION 4�96ww, PERT VALUATION t1wIltv MI SQUARE FOOTAGE 49%Ad4**) d H CERTIFICATE OF -OCCUPANCY / COMPLETION This is to certify that the building located at 127 CROWN COLONY WAY for which permit 03-00002553 has heretofore been issued on 8 11/03 has been completed according to plans and specifications filed in the office of the Bui ing Of cial rier to the issuance of said building permit, to wit as complies with all the building, plumbing, e ctricalo zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE BUILDING: FIRE: Finaled 1 - � Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In cZ Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs 1-aa-c�3 - Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE AMOUNT 8/12/03 10.00 8/12/03 10.00 8/12/03 10.00 8/12/03 10.00 8/12/03 10.00 8/12/03 59.27 8/12/03 54.00 8/12/03 279.61 APPROVAL PAGE: 2 CERTIFICATE OF -OCCUPANCY / COMPLETION This is to certify that the building located at 127 CROWN COLONY WAY for which permit 03-00002553 has heretofore been issued on 8/11/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 8/12/03 91.93 01-RADON GAS TAX FEE 8/12/03 13.33 01-ROAD IMPACT FEES 8/12/03 847.00 01-RECOVERY FD/CERT. PGM. 8/12/03 13.34 01-SCHOOL IMPACT FEE 8/12/03 1384.00 WD'IMPACT:S-INGLE FAMILY 8/12/03 650.00 SD IMPACT:SINGLE FAMILY 8/12/03 1700.00 �� C), k-f �r\ - (;;) � � - 0 3 OWNER BUILDING OPIrfCIAL DATE v CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: � a -\ci G3 PERMIT #:C�'�, - ADDRESS: \ CONTRACTOR: MARONDA PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering Public Works -� Utilities OFire r1 A lZ/ Zz/off Zoning Y-N \ A OLicensing -\ I A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) E5��:- lztnt4- W)o CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: C-., • ADDRESS: \ CONTRACTOR: MARONDA PHONE #: ?(ploq- �le-d Afro,, I C-� 4 'Ra,ujcn&--- 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. :]Engi ring ublic Wo J;Z/2 3 :] Utilities ❑Fire n I A OZoning ,--, \ A OLicensing n I A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANC T - uTIL1TIES DEK- REQUEST FOR FINALCTNgkeli o utility Inwoot ----------- Request Rece'swed fA� � i�r''r-- INITIALS DATE **** SINGLE FAMILY SIRWiV mal------- --- - FDEP Clearance - Water ------- -------- FtDEP Clearance - Sewer ---------- -- _--------- DATE: -`ct -G3 city Services Easements--s------------------ Maintenance Bond (i05b - 2yr) -------------------f PERMIT #:C�3 - �� Other -------------------- ADDRESS: \ CONTRACTOR: MARONDA PHONE #: 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. OEngineering OPublic Works 114tilitie" CONDITIO : (To s 0 Fire n I A OZoning ,1 \ ,A OLicensing j-\ I ,A ONLY IF APPROVAL IS CONDITIONAL) -1/ Vl V L%i A V %.A0 300 SOUTH RONALD REAGAV BLVD. LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX- (407) 339-3636 LAND SURVEYORS $ MAPPERS E-MA1L GAVONEC9>GFL.RRGOM CERTIFICATE OF ELEVATION Address: 127 Crown Colony Way Legal Description: Lot 52, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 52 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6; Sec. 6-7 (a). ie Florida $urvp or & Mapper Reg. No. 2005 LicensedBusness Number 5073 Date Fieldwork Completed 12-10-2003 W.O. # 2003-16712 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Importart Read the Instrucdons on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Cornpany Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 127 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 52 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( ##° - ##' - ##.##" or ##.##f ) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFIP COMMUNITY NAME 8 COAM LINfTY NUMBER B2 COUNTY NAME B3. STATE CROWN COLONY 1 120294 SEMINOL E FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTNE/REVISED DATE B8. FLOOD ZONE(S) (Zone AD, use depth of flooding) 12117C 0045 E 4#17195 4117195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): 1311. Indicate the elevation datum used for the BFE in 69: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum oonversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference marls used WA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure) o b) Top of next higher floc — _ft.(m) v o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) _• _fl.(m) — _ft.(m) 00 E g o e) Lowest elevation of machinery and/or equipment u, servicing the building (Describe in a Comments area) ft.() E X f) Lowest adjacent (finished) grade (LAG). ft m Z' in o g) Highest adjacent (finished) grade (HAG) - _ft.(m) C o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade J o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Seddon A. For Insurance Company use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/oompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, 4 available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the oommunity's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sedions A, B, Q and E are coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SI(y�NATURE / `DATE TELEPHONE J ( 1 �' 1 / /—i1 / 7 /0 407475-9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordnance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official competed Section E for a building located in Zone A (without a FEMA4ssued or community4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions COUNTY OF S:;EI''IT.NOLI::. IMPACT ACT FEE STATEMENT IS:iBUE::D BY CITY OF SANFORD BUILDING PERMIT NUl•IBEF+;:UD" I(C ITY) COUNTY F•1!•J;riX~ERs _............. UNITADDRESS: � % >lll/? • J�(� - _ _._._._._._._._._ ......-._._...--....._._._._...._..........._.................................... TRAFF:•:I:C.: r JNE SEC: TWQ RNG : iLJiE.n:1:Vl.:il.(iN,. �f�ll�f,J'j_- TRACT: ..................... PLAT BOOK: _ I'1.. /Di.t PAGE: OWN I-m-OcK:. _._......_ LOT,. SO OWNER NAME: F11"'F'LI:C:ANT NAMES _ LAND USE EATIEGORYc 001 •- Single Family Detached House TYPE US Es Residential WORK DESCRIPTION:: Single Family Houses Detached -•• Construction NEE ----------- B A E_ F_ :1 T_RA- 'F::FE_ E_ U_ A-1T'- F A- IE:: AE IHA7Yw E" WORST— TYPE D :I:Sa.T. SCHEDULE DIE SC .. UNIT r:?1= UNITS ........................_._......._......__....._......_._.-__._._._._._.--_._._._.-_._...._.-..._._•_•-_....__._._----_.---__-_----...._._.._._.___..___.-.... I'�17f11:)S:i • ARTE RI:AUS CO -WIDE 0 dwl unit $ 705.00 1. $ 705..00 ROAD'S •-Caal..LECC'T'ORSii NORTH 0 dwl unit $ 142..00 1. $ 142.00 I._:EI:{RARY CO -WIDE O dwl. unit $ 54.00 1. $ 54..00 SCHOOLS CO -WIDE O dwl unit $1,,3E34..00 :L $ :I..,.: e4..00 STATEMENT RECEIVED BYt RE SO 4�`PRXNT NAME) AMOUNT DUE Z 2,205.00 SIGNATURE _ ... DATE NOTE TO RECEIVING EI:VING SxGNATr.;RY/API''I_.I:CANT s FAILURE TO NOTIFY Y OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR I_IABI:L.:I:TY FOR THE:: l=E::E::. *Y,*X.f DIS3TRI:BUTIONc 1.-COUNTY 3-CITY 2-APPLICANT 4-COUNTY f'1i:R;i>(;)NS:i F1F-:E ADVISED THAT THIS IS A STATEMENT OF FEES W1••I:I:CH AREA DUE AND PAYABLE PRIOR TO ISSUANCE OF n BUILDING PFa'I:1''I:I:T.. F''1::.F\wiONS ARE:: ALSO ADVISED THAT ANY RIGHTS Or THE F1r'Pi..IC:t!1NT;, OFF OWNERV T& APPEAL L •TI-11 _ CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL ON(-L... (SCHOOL) IMPACT FEES MUST BE:: EXERCISED BY F":1:1_.7.1••!( A WRITTEN RFcClUl S:>T WI:TI-'ll:N 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, k.U'T' NOT LATER THAN CERTIFICATE OF OCCUPAMCY OR OCCUPANCY. THE: 1tiL••:(7L. ESQ T FOR REVIEW MUST MEET THE R E nU:CIyI:::M E:N•TS OF 541: COUNTY LAND DEVl:::l_.01''Nll::NT CODE::. COPIES S OF THE: RULES GOVERNING APPEALS E:(1LS MAY BE PICKED UP, OR i"+.EOUE"S:iTIE:D, FROM THE PLAN'IMPLEMENTATION OFFICE: ICE: 1.1.0:1. EAST FIRST STREET, S=;flh•;!= ORD ;, FLORIDA 32 7 7:1. (407) 665. 7474.. PAYMENT SHOULD BE MADE TOc CITY OF S AN ORD IaUIL.D:I:NG DI:::F'ARTME::N.T. 300 NORTH PARK (1tJI::NUI::: BANF-ORD .. FL 2771. PAYMENT SHOULD LD BE BY CHECK OR MONEY ORDER AND S:il-iOt.1LD R E:F= I :FiF: NC-,:: •THEi: STAT'ItEtYIF.tNT NUMBER FIND CITY BUILDING G PERMIT NUIYi:L:aER AT THE: TOF'• LEFT OF THE NOTICE. W*WTHIS STATEMENT :I:S?, VALI:D ONLY IN CONJUNCTION WITH I:EiS!.1ANCE OF A*** �icyt*�csic �Cylt K#�K�i�k�k*?k�k:il:l y(:31_.E_ FAMILY BUI:I._nl:r.G I"'I:::RM1T*%*?k****`K*`x*****?K.x*yA 0 e� 5 CITY OF SANFORD PERMIT APPLICATION y D3 Permit # : C) r OaDate: June 30, 2003 .lob Address: 127 Crown Colon} Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: _S97,788.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage- 669— ;h_eLe� Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood "Lone: X (FEMA form required for other than X) Parcel #: 33-19-30-5 S-0000-0520 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, Fl, 32810 Phone: 407475-9112 Contractor Name & Address:_ Russell Keith Summers 1 101 N. Keller Road,Suitc F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax:_ 4( 07) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: 4( 07) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (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 perfonned 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. 6/30/03 Signaturc of wncr/Agent Date Russell Keith Summers Print Owner/Agent's ame 6/30/03 Signature of Notary -State of Florida Date `�oF rto9 DEBBIE TIME NOTARY o My Comm Exp. 2/5/05 Puetic > No. CC 999378 Personally Known I I Other I.D. Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: BlddT— M b3 `Lori (Initial & Date) 6/30/03 Signature re ofCOntractor/A� agent Date Russell Keith Summers Print Contractor/Agent's Name QU14-, 6/30/03_ Signature of Notary -State of Florida Date Or Flo DEBBIE TIME �4, q DTARr o My Comm Exp. 2/5/05 a Puauc > No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID Utilities: (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: * s- &�\ -y �- CITY OF SANFORD ELECTRICAL PE RMIT APPLICATION Permit Number: _____________ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: I XI Electrical Contractor: DANIEL G. PUGLISI Residential: __V_ __ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service S17 S', Ld New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: PESO By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ----- ------------------- Appli s Signature EC0001663 ----------------------------------- State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida ----------------------------------------------------------- Address of Job: 127 Crown Colony Way Lot: 52 Panel: 8 Mechanical Contractor: GARY CARMACK Residential ---- � _---_ Non -Residential Amount Nature of Work: Job Valuation: A lication Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. �I Applicant Signature CAC043900 ---------------------------------- State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 127C_rown Colony WavLot_ 52 Panel:_ 8 Plumbing Contractor:-------WILLIAM T._SELF_ _ Residential: _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: $52.00 One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicants S6na re CFC057039 State License Number L�aronda Homes AN EAS/LY OBSERVABLE BETTER VALUE! 1 /0/ NoRi/l Kr1 i rR ROAD, SUIrF F • ORi-ANDO, FwRnxi 32810 407-475-9112 • FAr• 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 52 127 Crown Colony Way. RUSSELL EITH SU ERS, CRC058496 MARONDA Ho S, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. OF Fro DEBBIE TIME (k�w NOTARY o MY Comm Exp. Y/5/05 a PUBLIC No. CC 999378 NOTARY PUBLIC Personally Knwwn 1 100W I.D. CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc lailuw��a�rlaaNnrrl�uNanalaullul MRRYME MMSE, CLERK OF CIRCUIT COURT MINGLE COUNTY BK 04890 PSG 0432 CLERK'S # 2003112692 RECORDED 07/01/2003 02s23AS PM RECORDING FEES 6.00 RECORDED BY N Noldm NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0520 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) Lpt 52 127 Crown Colony Way:. Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road Suite F. Orlando FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes_, 1101 North Keller Road Suite F. Orlando FL 32810 (Name and address) c U. SURETY (Bonding Company) Name and Address N/A U. y Amount of Bond U. o LENDER CU p� W o Name and address Bank of America. NA, 750 S. Orlando Ave. #102 Winter Park FL 32789 f ATTN: DAN FINNEGAN Phone (407) 648-6304 Fax (407) 644-2388 W = _ U. a ce Persons within the State of Florida designated by owner upon whom notice or other ui °z z Z documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. o Kamaf Title, 200 W. 1°` St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 In addition to himself, Owner designates (Name and address) or ato receive a copy of Lienors Notice as a provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL I(EbSUAMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of .2003. • � .i � Q. � LYYaId CEUIfIFIED COPY Notary Public FF <<p:MY IE TIME IMARYANNE MORSE ► Omar omm Exp. Z/5/05 CLERK OF CIRCUIT COURR h PUBLIC0. CC 999378 SEMINOLE COUNTY. FLOR1i�!!-a y W-- 110aw 10. r a� CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: S2 Subdivision: CROWN COLONY Property Address: 127 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. M 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other t� DATE: Monday, June 30, 2003 SIGNATURE: (By Owner or Authorized Agent) 01 PLOT PLAN for: MARONDA HOME5. INC. DESCRIPTION: LOT 52, CROWN COLONY SUBDIVISION `RECORDED IN PLAT BOOK 6 PAGE(S) 76 thru 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA LOT 53 TRACT 'C' DETENTION AREA AND DRAINAGE EASEMENT y� TO 5EMINOLE COUNTY /' �, 500009'02"E 60.00' R e � p E,t3o3 1a CONCRETE PATIO 40.00' MODEL: 5UNBURY'H' TWO STORY (3-2) WITH LOFT FINI5HED FLOOR ELEVATION —43.50 DRAINAGE TYPE: ' C ' O WITH 1 O' x I & CONCRETE 0 SLAB 10.0a A 16.0 CONCRETE DRIVE i la U.E.) aIl 0' 5' 10' 20' GRAPHIC SCALE b tip Q �Atib _ LOT 51 O IO.Oa O tn 500009'02"E 60.00' 1 D.oa ui N CROWN COLONY WAY _ - - - - 900'09'02'E 4 P.C. NOTES. FLOOD CER77RCA77ON 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING S00109.02"E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT. 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING REAR: ?0' 2 SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: ' J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED- COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE. APRIL 17. 1995, THIS IS NOT A SURVEY. MAP REW90N DATE: LOT 52 CONTAINS (SUBJECT TO CHANGE) 6.900 SOUARE FEET/0.158 ACRES +/- THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS RIGHTS OF WAY, SETBACK LINES. AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBRE VIA T IONS/LEGEND: N0.-NUMBER PJTJ-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.1.-POINT OF INTERSECTION CH. -CHORD P.C.-PANT OF CURVATURE L.S.-LAND SURVEYOR P.R.C.-PANT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT O.R-OFFICIAL RECORDS P.C.C.-PANT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CENTERLINE A/C -AIR CONDITIONER PAD CH.BRG-CHORD BEARING S&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY & &DELTA (CENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT j ]�j0,7� AV Ep l l C N 0 THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER �C 7 REVISION DATE LAND SURVEYORS AND MAPPERS�� J00 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1 711 ?OOJ LOT by NEIL CADO FILE: CROWNCOL5?.DWG W.0.2003-8614 PLOT PLAN faiMARONDA HOME5. INC. IV ;, DESCRIPTION:. LOT 52, CROWN COLONY SUBDIVISION -- RECORDED IN PLAT BOOK 6 I PAGE(S) 76 tllry 78 PUBLIC RECORDS of SEMtNOLE COUNTY FLORIDA a TRACT 'C' a DETENTION AREA AND DRAINAGE EASEMENT y� TO SEMINOLE COUNTY /gti bb�° 500009'02"E 60.00' gill O' 5' 10' 20' GRAPHIC SCALE b 18' LOT 53 c; CONCRETE FAT10 Q%ryp�O �A LOT 51 O O O 1 O.Oa 0 In 40.00' U) MODEL: 5UNBURY'H' TWO STORY (3-2) WITH LOFT LU FINISHED FLOOR W ELEVATION -43.50 Q DRAINAGE TYPE: ' C' O a M WITH 1 O' x I& CONCRETE O M U) SLAB Q� 10.00, A co ebb?e 3co Z `'s Z 16.0.' 10.00' CONCRETE DRIVE a A O b co �b�?sip N s2 s I0' U.E. Q ��3� 03 500009'020E GO.00' N ,� �•,iL b 1. �!b4 CROWN COLONY WAY - 900'09'02'E - - CL P.G. NOTES: FLOOD CERTIMATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOOti9.02E MANAGEMENT AGENCY FLOOD INSURANCE FRONT: ?5 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 2 HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE: 2 ' PLANS FOR THE PROXCT. THE 100 YEAR FLOOD HAZARD AREA. J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X ' SIDE STREET. 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1991 THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 52 CONTAINS (SUB.+ECT TO CHANGE) 6,900 SQUARE FEET/0.158 ACRES +/- THE UNDERSIGNED AND CAVONE,►NC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY. SETBACK LINES, AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVI A T IONS/LEGEND: NUMBER P.T.-PANT OF TANGENCY CON C-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-PONT OF INTERSECTION L.S-LAND SURVEYOR P.R.C.-PONT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-PANT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG- ORD BEARING S&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE. UTILITY & CENTERLINE A/C -AIR CONDITIONER PAD p DELTA �CCENTRAL ANGLE) D.d•U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT W.0.2003-8G 14 CA00 FILE: CROWNCOLS?.DWG THIS SURVEY NOT VALID UNLESS EMBOSSED REVISION DATE • FORM 60OA-2001 n FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs' Residential Whole Building Performance Method A Project Name: SUNBURY Builder: MARONDA HOMES Address: p'l��V�IYI ��6Y�1� �i Permitting Office: City, St r J J Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central I. New construction or existing New 12.. Coolin g systems 2. Single family or multi-famil Y 3. Number of units, if multi -family — Single family — 1 a. Central Unit Cap: 40.5 kBtu/lu — 4. Number of Bedrooms — 3 N/A SEER: 11.00b — 5. Is this a worst case? Yes — — 6. Conditioned floor area (ft') 2223 W c. N/A — 7. Glass area & type — a. Clear - single pane 267.0 ft' 13. Heating systems — b. Clear -double pane c. Tint/othcr SHGC -single pane _ 0.0 ft' — a. Electric Heat Pump Cap: 40.5 kBiu/hr d. Tint/other SHGC -double pane 0.0 ft' 0.0 ft' b. N/A — HSPF: 7.20 — 8. Floor types — a. Slab -On -Grade Edge Insulation R=0.0, 136.0(Ir) ft c. N/A — b. N/A — _ c. Wall types 9. Wa 14. I•lot water systems — a. Concrete, Int Insul, Exterior _ R=4.2, 720.0 fi' a. Electric Resistance Cap: 50.0 gallons — b. Frame, Wood, Exterior R=11.0, 992.0 ft' b. N/A EF: 0.93 — c. Frame, Wood, Adjacent _ R-11.0, 159.0 ft' — d. N/A — e. N/A — c. Conservation credits — 10. Ceiling types (HR-Heat recovery, Solar — a. Under Attic _ R=19.0, 1200.Oft' DHP-Dedicated heat pump) 15. HVAC credits c. N/A — (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts 1IF-Whole house fan, a. Sup: Una Ret: Con. AH: Interior — Sup. R=6.0, 150.0 ft — PT -Programmable Thermostat, MZ-C-Multizone cooling, b. N/A MZ-H-Multizone beating) Glass/Floor Area: 0.12 Total.as-built points:27355 Total base points: 30107 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the FI rida Energy Code. PREPARED BY DATE: du 3 I hereby certify that this b ' 'ng, as designed, is i compliance with the FI d er Code. OWNER/AGENT: ,DATE: JON 3 2D173 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be iinspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFIICIAL: DATE - II — 1-nergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: . , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 835.2 Base Total: 1871.0 Frame, Wood, Adjacent 11.0 159.0 0.70 1884.8 111.3 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 Exterior 20.0 4.80 96.0 Adjacent Wood 96.0 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 138.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 136.0(p) Raised -31.8 -4324.8 Slab -On -Grade Edge Insulation 0.0 136. 0(P -31.90 fi338.4 0.0 0.00 0.0 Base Total: -4324.8 1 As -Built Total: 136.0 -4338.4 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer Points X System = Cooling Total X Cap X Duct X System X Credit = Cooling Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (bM x DSM x AHu) 43640.2. 0.4266 18616.9 48091.7 1.00 (1.079 107 1.117x 0.�)0 310 0.950 15816 8 EnergyGauge"" DCA Form 60OA-2001 En erg yGauge&MaRES-2001 FLRCPB v3.21 ' 1 � FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: I BASE I AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area I Type/SC Overhang Ornt Len Hrit Area x WPKA X WnFz - 0- .18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172-.3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation O.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: -258.4 As -Built Total: 136.0 340.0 EnergyGaugeO DCA Form 60OA-2001 EnergyGe;uge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: " " " PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298_9 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) 6054.1 0.6274 3798.3 8298.9 8298.9 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4259.6 4259.6 EnergyGauge'" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT WATER HEATING Number of X ' Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18617 3798 7692 30107 15817 4260 7278 27355 I - PASS yoe Txs s 49rFo c� 0 W-B EnergyGaugelm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS.,,, PERMIT #• 6A-21 INFILTRATION REDUCTION COMPLIANCE rWFrKI ICT 951U-�. ve maL or excee0lea Dy all residences. COMPONENTS rSECTION 7breaker EMENTS Water Heaters .1 with efficiency requirements in Table 6-12. Switch or clearly marked circuit electric or cutoff as must be rovided. External or built-in heat tra re ulr Swimming Pools& Spas .1 eated pools must have covers (except solar heated). Non-commercial pools e a pump timer. Gas spa & pool heaters must have a minimum thermal Air Distribution Systems 1610.1 Insulation 604.1, 602.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and Installed In accordance with the criteria of Section 610. Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugena/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New 12. Cooliu l; systems 2. Single family or multi -family Single family g Y a. Central Unit 3. Number of units, if multi -family - 1 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes - 6. Conditioned floor area (W) 2223 ft' c. N/A 7. Glass area & type a. Clear - single pane 267.0 ft' 13. Heating systems b. Clear - double pane _ 0.0 ft' _ a. Electric Heat Pump c. Tint/other SI IGC - single pane 0.0 R2 d. Tintlother SHGC - double pane 0.0 ft' - b N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136,0(p) ft c. N/A b. N/A - c. N/A 9. Wall types 14. Mot water systems a. Concrete, Int Insul, Exterior _ R=4.2, 720.0 fe a. Electric Resistance b. Frame, Wood, Exterior _ R-1 1.0, 992.0 ft' b. N/A c. Frame, Wood, Adjacent _ R=1 1.0, 159.0 ti' d. N/A - e. N/A - c. Conservation credits 10. Ceiling types 0HR-1-feat recovery, Solar a. Under Attic _ R=19.0, 1200.0 fP DHI'-Dedicated heat. pump) 15. HVAC credits b. N/A - e, N/A - (CF-Cciling fan, CV -Cross ventilation, 11. Ducts I117--Whole house fan, a. Sup: Una Ret: Con. AH: Interior - Sup. R=6.0, 150.0 It PT -Programmable Thermostat, b. N/A - RB-Attic radiant barrier., MZ-C-Multizone cooling, MZ-H-Multizone hea6n.g) 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 cotnpleted based on installed Code compliant features. Builder Signature:1<1 Date: JUN 3 0 2303 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr - SEER: 11.00 Cap: 40.5 kBtu/hr - HSPF: 7.20 Cap: 50.0 gallons - E!': 0.93 PT, - y0.4 ENE STq�6 owl nur 1�CDD tiVt3'�� *NOT-': The home's estimated energy performance score is only available through the r-KA /RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86for a US EPA/190E, EnergyStapdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Plo.rida Energy Gauge Rating. Contact the Energy Gauge Holline W 321/P,3, 3-1492 or see the Energy Gauge web site at- w• vw.fsea ucf edu for information and a list of certified Raters. F'or' information about Floridas Energy Efficic nc .) Code For Building Construction, contact the Department of Community Affuir, : at 8501487-1824. E-nergyGauge® (Version: FLRCPB v3.21) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO5201 52 127 CROWN COLONY WAY ORLN-CRC SUNH3 RIGHT SUNBURY H 3 VAULTED This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCE 7-98. These trusses are desinned fnr nn pnclncurl hi lrlinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 34 Layout 11-4-99 U 6-11-02 Roof Loads - VT 4-11-01 �/ V 6-11-02 t/ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 W 6-11-02 ✓ A 6-11-02 X 6-11-02 ✓ B 6-11-02 `/ Y 6-11-02 ✓ C 6-11-02 Z 6-11-02 L/ Total 33.0 psf D 6-11-02 Z1 6-11-02 E 6-11-02 Z2 6-11-02 �/ DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. S acin : 24.0" F 6-11-02 Z3 6-11-02 F1 6-11-02 G 6-11-02 PLANS REVIRIVED CITY OF SANFORI G 1 6-11-02 H 6-11-02 H1 6-11-02 1 6-11-02 11 6-11-02 J 6-11-02 11 6-11-02 J2 6-11-02 ,/ K 6-11-02 L 6-11-02 M 6-11-02 N 6-11-02 O 6-11-02 P 6-11-02 INV # DESC QNTY JUL 16 2003 DATE: 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 40-0 Mimi Imlim IN Ism. loll KIM 2, -0 `.a a " Ie_�yyp� yrxa0p14 I1Ps #c a#t%ate ao rr • a.,, ai �� +. �TJ •+ s y. ' �"s„+�r HIE-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° rthe responsibility oftheinstaller(builder, building contractor licensed contractor -ectoror erection contractor) to properly receive unload store handle install and -ace metal plate connected wood trusses to protect life and proyerty. The installer ust exercise the same high degree of safety awareness as with any other structural aterial• TPI does not intend these recommendations to be Interpreted as superior the project Architect's or Engineer's design specification for handling, installing Id bracing wood trusses for a particular roof or floor. These recommendations are ised upon the collective experience of leading technical personnel in the wood F 11►Fiil i a -, P+ ' nl C 51� i7� xtrr 1 *, rsxc s rLC,4J56 r 2 ding t3S��.I{ms�al�att`i`r I .r -� begtnsCaT�e s o I id a�'exerc�set�t<N'�.ba��'n'irig 4#oocJiit ndiudua�u . Do ,�ati�iuse'ca aj✓� t,1 sf k,MfA ., lnilpf `�•.,WF:,� 1+.f.`��'.. 'J, A': illill�G f RINKe� ut� �cb�d►tl�P� rrr, i d• �- y,�rtivc shirr -M'eyl ,P �L it r VIAerep-iet �ir�wae�al tajo �� II s� ti,drtaI ,frrnSo 10 u1 ce44Y'F.c iSU19uulf�raee�;sauIwNs,�K l�i"Ti TRUSS PLATE INSTITUTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America, r p s T is il'iff po'at�r,b , cingshould by no less . tJ M .t7 Yh � d�ati;tt7, ke° `�lier. `All conn'e* ctiors i 7' a r�irr Sri -c ra lei .�• d 1 1 :.. , tpu d�be 8 bt�nflfl `►lit y utn of;16c1 nails. All .>nG` `'�� .LT"�•rv� ro�VS*u-� it" -u sl sesuln$' 2 ony-en,ferodess Allm!Ilti-pi ti' 1 ass s�s' ul � QQn�e #er" toge`her in accor- ht,?'", x ,+ ance�witfa, eslgn'c ra ings.prtor tc inslallation.. ;TOF.AGE cusses should not be: rough -terrain o, un z which could r aiae~' 1e truss. Frame 1 WARNINGD9 not,afta hook's-ty the web merhber�;, Tag Line brace Pow 6 MENU e � ,a N air! nn M I Milli 7, '14, aflr� .,,id 0 G'E�T�E�IOR Top Chord Typical vertical End Well I-ST Mi—Ihm—i Plan Of, r BlockIng GBV Ground Bra Grou id Brace Verticala (GBV) Strut (S'F) Intel tie member with !a (HT) "runs of bras oup Of trusse (EB) Frame 2 buckle g .a Top chords that are laterally braced can buckle ca ? togetherand cause collapse It there Is isgo- - no nal bracing. Diagonal bracing should b&nalled h 10 the underside of the top chord when purlins th "" h are attached to the topside of the top chord. n. A M Ij :1!1 PITCH Op -E PAN DIFFERENCE SPACING lid 0: s DIFFER Uv to 28' -1 2.5 7' Over 28'- 42' 3.0 6' Over 42' - 60' 3.0 51 Over ov See a registered professional )F - Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required - 12 --- 7 4 or greater % C, .SPA .0 PCHORb P' HO DIAG ONALBRAC z, �.. I I .. I I I I E F41 MU "TE " SPACING (DBS) TCry§PACI Up to 32' 1 4/12 Over 32'- 48'_ 4112 10 Over 48'. 60' . �4/12 5, I - L_6 4 4 v--vivneii engineer DF: Douglas Fir -Larch SP - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. i-Fa-Hure t Ozz.%Rf' these rec'O ' M'Me'n�Afohc_ c661C4, Im- t TOP DIAG SPA 12 S SPF/HF N 17 12 9 6 engineer All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Grace Required 10' or Gre Affachm( Requirec ;PITCHED CHTRUSS N flea Topchordalh V *rO laterally braced can bu=kle rk togetherand cause collapse if there is nodlago. nai bracing. Diagonal bracing si,ould be nailed tothe underside of the t^P chld when purliAs at attached to the topaids of the top chord. TCISS(:)RS TRUSS Frame 3 dottomcfioh at;eachend i spacin asf K �i i + r 'r✓z 1 1 1 x. n h �! r�✓�9c dit�t F 1R'Ir � cyxr7A;�`+��F1�yA �.R Up to 32' 1 4/12 l 15' 20 15 Over 32 - 48 4!12 1 15, 101 7 r Over 48' - 60' 4112 15, I 6 1 4 Over 60 I : See a registered professional engineer w`�kA�'�"s3 F 6u""g�las FIr Larchi cLSP Southern Pine Spruce•Pine-Fir RM �n.r�?utLri d)-1'`If•" 7�Y^..d�N e,`E?9 Et ntt..."I �s�S. •- $ ;r �--- - All lateral braces srOH+"'dY.r'+UIJA�( Ir 1' v �V111 VIIVRI� �MvNli;� NA 1 �M Z ✓ � 1 ti mn IyiPl n uuoMwh. I Ai fir. IhW ��1tt`�Ll:sl.!!";� T �"„y.,..a.�r•:...1!rGr' Ib:��b�'rti,�ll, ;.nl+.l., lr^l :: t �KS.v, ee r 7 a{rroo-.w'15 Yr ' 'Yrsj y t1 M- f l y.�• Syr i 7t , d 'u ` A 0.4 1"-hil il�j -tl a M.>.y i � t 1 li , rly-:s f •� „r s,� I, I xR ' � , - .i t _ r 1' 1 , 1 � 1•1 I;r Cros5 orat mp r'f)r', ;ti A 1 ' it at each end of the x l Ildincg and.at 2r' (nterval�f��. Up to 32' Over 32' - 48' Over 48' - 60' Over 60' 30" 81 42" I 6- 40' '51 See a registered Top chords that are laterally braced can buckle togartherand cau"rollap"ifthers lanodiago. nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins a ro attached to the topside of the top chord. p-A * Top chord, that are laterallybrao*d can buckle S!P F/ H FIq,�� togetharand cause collapse If there inno diago. 16 10 mal bracing. Diagonal bracing should be nailed 6 4 d to the underside of the top chord when purlins are attached to the topside of the top chord. 4 2 nal engineer I 31 him ITly M IN , G DI i46iPIN gg� R 'If U.- 0 -2 . . ...... .. 0, Continuous Top Chord Lateral Brac Required 10, Continuous Top Chord Lateral Brace Required -T- 10' or Greater Attachment Required r � 007 svliipd'�uG,itaP+` n�re �v1�7 TOP CHORDtilbk1 Iat; e rasp t'!p"u Il�ylr;,�+{ ti �;,p, �TOPCIiORDw fli4'f 1 ili II illiIINIMUM ql 1�1ERAhLBRACE t"'� 1, 114tN,I 111 DIAGONALtBRACE / SPACING DBr"lt: I I I l w+tn e r �h SPAN iGk °��vr, I;PITCH ��i I,�. !l S ACING(LBI �:� il# tru s"esj , SP DF->i 'SPF HF, Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 Over 54' See a re isiered professional en ur - vuuytas rtr-Larcn SF° - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetharand ca use collape a if there is no diago. trial bracing. Diagonal bracing should benslied to the underside of the top chord when purlins are attached to the topside of the top chordMONO INSTALLATION TOLERAI"""' ESj4 r. fi L(In) 12 —7 or 8• greater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or GrE AttachmE Required Length L(in) BOW Lesser of L/200 or 2" L(In) I /." U U ' Lesser of I Lesser of L/200 or 2" D/50 or 2" L'0n) U200 L(ft) ' (tn} y !I V2oo `' L(t1). i. Qaximum Plumb 50" 1 4" 4.2' 200" 1" 16.7' I 1isplacement Line 100" 1 2" .3' 250" 1-1/4" 20.8' 150" 3/4" 112.5' 300" 1-1/2" 25.0' OUT -Of -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. i� r r E�Sy e i , 9 - ��,��:. "Elhl .h. ,r�' '-"'r'Jr, y��l }� r�,s ,w„ � �� :�L.`; • +',rx• ,� i c �v i "�- I nor .:.,' . ��w�� x- . ; � � : �>:, ' �, ��rro . � _� �; . L ,,� n�"' r r s ,• -�� "�•'"�gl�i f.SM.�%6sibFtkX.S'�9iric�av�+_ :L, l'V5 wH, kirk h 7 S � .,,� ,� .�,1 Frame 6 VMLROND i EjI8T_ryb 4005 t l al0t'K 14'ay .Bate: Alarch 2003 To: -Buii€aing Department Front: Maronda Systems Tomas Ponce Frofessionaf En inleer' State 50069 •`SUh-jact: VaNey Trusses Samford, FL 8.4771 doff valley �r'E�s.res 12tbefedl ;' Z-L tfrru� FF�f} ?Xe Covered Esther the �en.r*af w�fe�i sh'�et Faro�ildiF°�€ in r:fl� traPss racf; e si6c�ed a.skcis aLfea ft , a = �, tfn, e ??ik7eEi' Gbi' 6'E:cOrd. The eounectio.s are note-d OF, the structural ir�f:� sheet of the Plans. .off creteria of the va�fey ts'EISSeS aE'e noted on the E--neraf sheet. Lf s�E?u� flaove ai crGeestiuz�sfease fee€ Tree to cafi aptCt7-321-0a64. Szr TOM -as gQQce, F•F{' Date: 3) 5�0 5 vcJlvly Itvt•VKMAIIOP1 7 hl` deslV Is for an Indhridual building ampanent and has berm binned on 2nfannauoa prtrvlded by [hc dTcnl the d-Igl,cr dLsrJalms any r_PonsWWty fur damages as a emit of faulty or b,eored Infotmauon, sPeein_u._ and/ard_Igns li,rrdshed to the tut:s deslp,— by the thud and the mrec[n_s or ammary of this InfarmatIon as It may relate to a spe- 'In- project and aceepl. no r_ponc[bUity or undsc no mnbol wIU, regard to fabrica- tion. Irar,dlh,g, stuPment and instalhuon of [rvaa_. This muss has been d-lgned - an Indlvidml building eoo,ponu,t In'mordant. ML ANSI/7T't 1-1995 and NDS-97 to Ire inn orporatcd as Part of the bnllding design by a Bunding D_Iguer Iregtstered a,dat-t or praf_stonal engmcul. when reviewed for aPp_l by tl,e building designer, the design Ioadmgs shoal, must be checked to be sum that the data shaven are I, apj'® t with [Ire lout buUdh,g end_. Iocd climatic records for mtnd orsoaw buds, pmJed speurtcationn or SP-dal applied Imds. Unless shown, buss has not been designed for -lar-ge or oeculwncy Imds, the design assumes eurnpresstou eho,ds (top or bottom) ate cootbtu- ously ),;need by sheabhtng u,,j_ ulberwl e sPe MO rt IVlrere bottom chords In teirsfon are not fully braced lalaally by a pmpe, ly appUed 'Wd ceWug- they should be braced at a ruastmmn sfaefng of Iry-O- o.0 Cooueelor plat- ""ll be manufaettuod (ram 20 gauge hat dipped galvamred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrl-uon, the faint®to, shall review this drawing to verify Uat this d_w g Is m mrdormance with Urc fabrlolmr's Plains and to 'colt' a eontloutng 1-ponsfbWly fin sod, ved- ncalion. Any dlcreparsles are to be Put In writing Ieforc cW tlng ar fabrication. PhDs shall not be ilWalled m••er knothol_, knots or dltorted pall,. Mcnrbus shall be cut fur Ilght lilting wdxl to wand bear beg. Con- nector platr3 ahaU Lx located an both foe_ of the tr ra -Ith nab fully Imbedded and shall be sya ,about Ihe)olnt tud-n "b'e" le shown. A 5x4 Plato b 5' wide x 4' lung A 6X8 pLite Is W wide x B' long. Slots (holed ruu pan0el to the plate length spacfl(ed. Double cut on web m nters shall meet at the cenbold oNhe wells unless oUe'.L^.e shown. Connector plate sizes we o"otmun, size based on the fort_ ah_, and may need to be Joel eased roe certain and- [Ing and/or c uon au a-s. 'tltb truss his not I- be fabricated with fire retaudant Ll_tc l lumber unless the, shaw,c Furadditiooal 'ofomauon an ijuakly CurrirW refer to ANSIMI 1.1995 PRECAUTIONARY NOTES All bradog and erection reearnmcndatlons are to be "di—ed III amo,danee with-1laodltng installing A Uratlod. HIB-91. Trmses are to Ire handled with fmuuadar care dining banding and bundling, deUvuy and Installatlon to ovoid damage Ter PorarY and Permanent W.eing for holding truss_ In a suafght and phmb pm- Ilon and for r_LzUng 6lenl tomes shall he d_tptcd and uWalled by -the s Ca,elul hand- Ung Is —metal and erc<Uon b—Ing la always ImPlI al. Normal pte ntt.naty action for tnisses lequhc surli tetnporaly Unclog during IostallaUon between bmsea to avoid toppUng and dominoing. The suPc"IsIon of erection fir ttssm shall be Imdv the Mount of per.om espe,len-d in the blstallatlon of Inrsses. Ptofastonal advice shall be sm,rp If needed. CancentraUon ur cuost-u U.n Imds gtnter than the d_Ign loads shall not be appled to truss- at any Umc. No loads tithe, than the weight of the eredats shall be applied to trusses un[II after all fasicning and bracing l eampfctc 1. MONO VALLEY VALLEY TRUS COMMON VALLEY VALI "�vl'Lvn JIJItIVIS WO: VALLEY SET IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. Es JT 2x4 8 2x4 OR 5x6 OR 4x6 3x6 DIAGONAL WEBS1 416 316 116 1 4x6 REQUIRED WITH SPANS Zx4 OR GREATER THEN 28.0-0 316 2x4 2x4 / S TI: VT (+I WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (01 WHEN NO DIAGONAL WEB PRESE14T USE 2X4 PLATE VALLEY MEMBERS AT 24' O.C. ITYPI 2x4 3x6 0 0 4 2x4 \ 214 �J VARIES 12 UP TO 3x6 2:4 214 214 2x4 alto 3t6 UR 3x6 on 318 2x4 2x4 3.6 j 4x6 nR t 416 2x4 MAX. 6.0-0 O.C. (TYP) a 2x4 MAX. TRUSS SPAC114G MAX. 6-0-0 O.C. (TYP) I�' ® BELOW a 48 - O.C. ® SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t• TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SII01N'N 1'LA'TES.AItIs 'I'I-2() GA TEsrL'rl PER ANSI/'CI'I 1-1995 c L Sda Systems 4005 MARONDA WAY SANFORI.1, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. I-ICENSIi #0050068 l a9m GREEnnROOH cr.ot'ICDO, FL3276S Design: Afolrir Amr/vlfr SUPPORTING TRUSS 9TRUSSES 5(TYP.j TYP.) COMMO/ COMM * VALLEYSTRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. I"I - S[Ipport WARNING: READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braclog shiny, on this drawing Is not crcdlnn bracing, "inJ Unclog, portal bradng or s1u,Uar bncU,g which Is a (raft r bu➢dt.1 d-I{m end u•Idd, must he—.1dered by the bulldfug desigucr. Bracb,g shown l for Lateral support of In,ss memlxrs only to reduce buckhrg lengU,. fi ovI. d-I .nest he made to anchor lateral bracing at ends and sleoUlerl Ix,uom detumin- by the building designer. Additional hncbtg of the m•uall aL-IL-e ruay be ,eq,dred. Ice. IIIB-9t of y th frrusa PIa4 InsUlute, 77•I, is located at 5aa D'Onafrb Drho. AladLsou. 1Vlmnshr 537191. JOB P.41-11 Cqb-E-LC,V000,CITEEJ.OA'- SlurL- (Gl 6-0-0 o.c. rug. Job: Dtvg: 1)sgi r: TLY C1Lk: TC Lire 16-0 psr I C Ileatl 7.0 psf 11C Live O.0 psf 13C 1)r,d 2.0 psf _rcrt n.l 25.0 nmr Truss ID: VT Date: 4-1.1-01 DLtrFac - Lbr: 1.25 Du1F0c - PII: 1.2'5 O.C. Spacing: 24.U" Design Criteria: TPI Code Desc: V:06.29.00= 8307- -i� III1) BLOCKI1t1G �ISIGfJ'N2"MATION 7h1s drslRn is !nr au Lldiridua) budding m,nponrnf m,d Los beu, based on UJmmatlon prwlded by U,e dlcnl. 9'be desigocr Jhdahns nap rc-aponalbWry fo. Ja,nas oa n .exalt or rauhy or Inrorted Ldmnlallan. SpWfIcallolu ,1J/ar deslgna lun,lshed tv Il,1, 1, 1.se dolg, Ier • the euenl anthe eanceb,ess ur nrrnncy d r lbb bdannouo„ ae 4 nay wl.,a ,o n silo- tlllc profccl and amc p n.. no IoPo ibiLh• ur rclsc+ ran coati of ,rlr ll regard to I:,brtm- Inrt hanJlU,g. rLlpu,cal and Inzta I Don or a. TI.h ,n,�r Iv+ I,— d—lgncd as an ,dlvldual building m.,p.n ,d In acrnldm." rvlll, SWITI 1-1995 and NDS-97 1. be bmorpontcd part or the bnli,ling dolgn I-V a OvUJ Ing eelgner peglaercd md,lled nr p,oloslonal ngbseQ- tvl a rc kl d for approval by tlm ,.,ndwg de,Ig„cr. u,e Jeslg„ L.admg. a1,o„•r, ,ul be d] 1 .aurc hcd to be Il1nt th.. data sI_., Ice It, ngrec --t v-Wt Urc Iool buUdwg codr I elw,oUe records Ior,vb,J orsnon IvmJs- m)cctspceUlotlons arspechl appllcd loads. alas shunm in,- I— not be l d-Ignul for Iclaret or occupancy loads. The dnlgn usumn anlprrsem,. eLnrd+ pap or hnum,d I. tonwn,- usly bmeed by sho Wbl� unb�a olhen,lze d. c bon oKculcbalyVed,nor chant.. w Icnslon a,e I'tmally by a prvperly>pp6ed gld cc0ing. 1h.7 sl,00ld lx l ,ccd at > ,i[bn,un sp>cb,g or 10'.0' . • Counecwr tales sL>II be manufactured ham 70 gauge Im[ )Ipp.d ga1• 11cd sled nlrsu„l ASTt.t A 65J. ,ode 40. unless othn,vbe shoran,, -ABRICATION NOTES It- to fablla Uan. the fabdt,wrshall revlely Ihls d—o•Ing to c Uy 11ul 11,6 dra,vtng b b, �nnlorm>nce ,rill, the lab,f-lni s plans u„d to � Urc a rnnun n,g ry po„s16n,t7 for sod, re,f- �callnn. Any dlocp...,.I . a,e to be pal to knit b,g before culling yr faLrtwlln:,- talo shall not be w'wllyd orcr lu,vlhvlo, �Jrols or dlslo, lcJ �nI„- Ricmbn,s shall he nd Ir light IIUh,g oval 1. ,rood ha lag. Con. Iccn.r phle stall he local cd m. both rs of e (ruse z.Ilh nails hilly UnbcJdcd and stall he for- about U,c )owt unto' othenvlse shoran, A it1 Irk,le Is 5' wWe x M1' Ion/. A 6..9 plate b IM1dc> U' long. to Iholr,.) ram pan Od to x pb lc Ic,rRlh spcctflcd. Oo bk cab o., —1, �xmben shall .-H at the ecalmld of the ,scbs �111— olhe,n'Ise.1om Con.,,:cl•n plate sltti ie minbnum sires Inset on the fortes slwvn end may ncc4 to be Inn ease) fur eelL w haml- 11gand/or ereellon a1r4•r.. l'I,b hues h ,lot �be lahrfoled I., daI heated u mJess oIL.-,obe zbno n- F—additional Vfa,maUon m, Uualll). Cv„bvl rdu' to AM51/'1"I'I 1-1995 jRFCAUTIONARY NOTES 1 bracU,g and uccuon ,ccommcudnUoas a be rollo,vnl In acco, Ja ncc in, ' l l a nditm! It-Ub,g A 0ladnyr, IIIR-91. 1'nlsars arc to it 11:,ndlcd nil', particular care dm b,g band wg Id bu ndlwg. .IcUrcry sad In,la lie lion to aZd age- lbo,pnm.y and po,,:a„u,l e.ram,g �r hoW wg lama N a ah algid and plamh pc,a- �on and for,vls lL,g 6tcral lorco shall he �IsIW-1 and Inslaucd by oth,,,. (: , JuA hand- 9 lz oscnllal and ucrlinn hracing Is alms anitctl. Nomial praaullutlaly action Ivr nsv Icqullo such lunpmvp• b:ach,g durtng stallalJun behveeu trusses to avoid loppung •t dmnu,vrng. l I,. vrpmt+ron of vttbon or Iwo shall 1x 1u,Jcr ll,e ,vnhvl of perso,u Ipcdenczrl I„ the Wlallatio„ v(Uusscs- oresslonal advtee shall be sough, U needed. neenfm Uon of canal, uelba lua,ls g.raler gab the dclgn ivmis'Iull not h:. applied to at anyalter.. o„n we . Ighl of Lhc cr,Sl ur. shall 1.: :,LpUcl 1p sso unI ll nll<r all Ia,:4nh y; nu,l Inadag 'co:l:pklcd. HIP GII=,DER MARONDA SYSIEMS i 2x OF WO: 1-IIFIDLTAII, 11:I-lip Q1Y:I CLOCKING ADDED -1-0 TOP CHORD STEP 'I-111D TRUSSES -1-0 S1-10RTEN. _0SB' NOT 1-0 EXCEED 24llo_C. 0 BE NAIL10 TO TRUSSES wl co -12" ON CEN_ STAGGERED PRE-ENG'D TRUSS Top WALL OF auli_ollvG TYPICAL BLOCICIArG 1l-'OR SHEt:. -j T11yl-ArG ON SJ/ J1�t � . -Il �C lI �JL V�lAIMING: READ ALL NOTEs OfV Tills SHEET-. g�,q d'Ac�l 011(�d S�S�i111S A COPY OF 11-1 IS DRAWING TO BE GIVEN -10 ERECTING CON FRAcToi2- 4005 MARONDA WAY BRACING WMfJING: SA NFORD. FL- 32771 (407)321-0064Fax (407)3-21-3913I fhacwg shown, .11 Itdi dI ,rb:p Is not crc nen h,nch:e. ,r nJ bncw 6 1 w ,rlrlch t+ a pall or 111e b1:I111 UIp d�len a ,I ,1,lcll must b- cvn.Wc, rJ b • the 1 ad,:g ,m.b,:l1a, tin cb lg ' TOMAS PONCE P.E. shv:slltctarlalemisail)-nrtortnssmonhersoid)t:, , ,nod gJ tine,-nlarh:g rave hu,ading I",gt h. PnnLlnas nn.sl. I.e ,rlade 1-, andwr lalaal bndug rat c1:de and LICENSE #005006R eEmdllyd Inca -1ddII-1 a1 blaeb,K Uom dchnvbmd by llm ballJwg d•�Irncr. tiros- Phlr lrnum��'l Pl°i, rlcl lc i`w .II s tiny ter. Ir,luhcd. IS- In0-91 of 1p11. 1690 ORFEr1UR0011 L1.OVIEDO,FL72168 3] ri Unul,fo U:1vc hladlanil, v: Iscuaahl '; tr l!,1. ling. Jul): --�� Dwg: Dsgnl-: T.LY CJllc: Ia. ,..ire Mu 115E TIC I)t:a(I TO 115E TIC .hive (l.lr psC BC 1)(!:1rl Iu.() llsf fQ'f1\I, 33.1 Truss 11). fill, . DC11O: 10-20. U0 DU1t-C1C — Lbl: 1,15 DUIPaC -13I1: 1-25 0-C- SpCIdlig: 24.0" Design Criteria: II'I Code DesC: •tit nn r•r•n ,,,, JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on tnfornation provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infotmalion as It may relate to a spe- cific project and accepts no responsibility or —octses no control with regard to fabrica- llon, handling, shipment and Insmllatlon 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 budding design by a Building Designer tregistered architect or professional engineer). When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specinntlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design asswnes compression chords (top or bottoml are commu- ously braced by sheathing unless otherwise specified. Where bottom chords In lenslon are not fully braced laterally by n properly applied rigid ceding, they should be braced at a maximum spacing of IOr-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahnnirsd steel meeting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall review this dmw•Ing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- Bmtlon. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be insm tied over knotholes, knots or distorted grabs. Members shad be cut for tlgln fitting wood to wood bearing. Con. nector planes shall be located on both faces of the truss with nails fully Imbedded and shall he symr. about thejoint unless otherwise shown. A 5.x4 plate is 5- wide x 4- long. A 6x8 plate is 6- ,vide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are numn un sizes based on the forces show" and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with the miardant 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 w1Uu'Handling Installing & Bracing"• HIB-91. T - - - arc to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a stralghl 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 allays required. Normal precautionary action for trusses requires such temporary• bracing (luring msmdauon between trusses to avoid toppling and dommoing. The supervision of ereellon of trusses shad be under the control of persons _Pertenccd in the msmllaUon of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any tbne. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing V completed- TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 T 4-3-2 04-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based 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 1 920# Support 2 920# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 TI: A QTY:1 ==============Joint Locations=============_= 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ 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 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 - BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROhL 7-0-0 11 16-0-0 7-0-0 1 3 15 6 0000 5X10 3X4 5X10 Q T 340-3 0-4-3 R R 30-0-0 10 9 8 7 2087# 3.50" 1-0-0-0 2087# 3.50" (RO-11-11) I F430# 30-0-0 L I-U-0 EXCEPT AS SHOWN PLATES ARE TL20 A TESTED PER ANSI/TPI 1-1995 430# r(RO-11-11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A CONTRACTOR. BRACING WARNING: Usgrv: TLY Chk: Date: 6-11-02 4005 MARON DA WAY TC Live 16.0 psr DurFac - Lbr: 1.25 SANFORD, I-L. 32771 Bracing shmvn on this drawing is not erection bracing, wind bracing, portal bracing or sinilar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is a par of the building design and which must be considered by the building designer. Bracing sown rt truss his for lateral suppoof tss mce embers only to redubuckling length. Provisions most to BC Live 0.0 psf O.C.acing: 24.Orr P TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detennined by the building designer. Additional bmetng of the overall structure may be required. (See IIIB-91 of TPI)- BC Dead d 10 0 psr Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onoftiu Drive. Madison. Wisconsin 537191. Code Desc: FLA 1890 GREENBROOK CT.OVIEDO.FL32766 TOTAL 33.0 psf V:06.02.02- 12766- .�., ,.a„r. t.:ucc-r.vnwrmronrnnaun7fv HCS: 06-02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: B DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the CITY:1 ==============Joint Locations=============== This design is for an Individual building has been based BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 component and oil information by the client. The designer disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2 4- 9- 4 ) 6) 25- 2-12 10) provided any respanstbldity, for darnages as a result of 2x4 SP #2 3 , 5 continuously y braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 15- 0- 0 9- 0- 0 faulty or Incorrect tnforralion, specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy of this tnfonnatla. as It nna-v relate to a spe. Support 1 734# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type ctBe project and accepts no responsibility or Support 2 765# in INT zone, TCDL= 4. 2 psf, BCDL= 6. 0 psf 0- 1-12 1036 60 -734 BOT PIN exercbesnocontrolwithregardtofabrla MAXAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL lion, handling, shipment and Installation of trusses. This truss has been designed as an L=-0.08" D=-0.08" T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual budding component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPI I-1995andNDS-97tobeIncorporated part budding T= 0.07" 2- 3 -1582 0.32 11-10 1371 0.43 r(the D ardesign oraBuilding Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 engineed. When reviewed for approval by tireT= 0.03" 4- 5 -1637 0.39 9- 8 1568 0.47 building designer, the design loadings shown RMB = 1.15 5- 6 -1582 0.32 must b e checked to be sure that the data shown 6- 7 -1794 0.37 - am In agreement with the local building codes. local climatic records for wind or snow lads, project specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0- o.c. Comm for phlcs shall be manufactured from 20 gauge hot dipped gahanued steel . e tI ng ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. Lite fabricator shall review this drawing to verify that this drawing b In conformance with the fabricators plans and to realize a continuing responsibility for such yen- firallon. Any discrepancies are to be put to writing before cutting or labricaton. Plates shall not be insulted me, knotholes. knots or distorted grain. Members shalt be cut for right fitting wood to wood bearing. Con- nector plates shalt be located on bull, fares of the truss with nails fully Imbedded and shall be sym. about thejolnt unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6* wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mubnum sizes based on the forces shown and may need to be increased for certain hand. Ling and/or erection stresses. This imss 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 Alt bracing and erection recommendations art 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- Ilion and for restsiug lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Nonnal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supen•islon of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shalt be sought If needed. Concentration of construction loads greater than the design lads shalt not be apphed to trusses it any time. No lads other than the weight of the vector shalt be applied to trusses until after all fastening and bracing I, completed. 9-0-0 12-0-0 9-0-0 1 2 4 6 7 6.00 6.00 4X8 2X4 4X8 5-3-2 0-4-3 4-10-3 0-4-3 R R 30-0-0 12 11 10 9 8 1036# 3.50" " 1-0-0 1-0-0-0 (110-11-11) I 30-0 0 1036# 3.50(I RO-11.11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK LT.OVIEDUYL32766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing mr similar bracing which is a part of the building design and which must be considered by the budding designer. Dmcing shown Is for Lateral support of truss members only to reduce buckling length. Provisions nmst be made to anchor lateral bracing at ends and specified locations detennued by lire building designer. Addltonal bracing of the overall structure may be required. (See III13-91 of TPI(. ffnas Plate Institute. TPI. Is [-led at 583 D'Onofrin Drive, sfadlsun. Wisconsin 53719). Eng. Job: Dwg: gnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: B Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: C DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the BTY:1 =======_======Joint Locations=========e:===-= This design is for an Individual building has been BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 23- 7- 4 component and based on information provided by the client. The designer disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 11) 11- 0- 0 0- 0 12) 6- 4-12 any responsibility for damages as a result of 2x4 SP #2 4,5 continuously braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 faulty or incorrect information, specifications Wind Case- ASCE 7-98, CSC, V= 125mph, 4) 15- 0- 0 9) 23- 7- 4 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Cat. B, Kzt= 1.0 5 19- ) 0- 0 10) 19- 0- 0 by the client and the correctness or accuracySupport ofthis information as It may relate to ilspa- ppo 1 727# Support 2 769# Bld Type= 0f 44.2 ft W= 30.0 ft Truss --MAX. REACTIONS PER HEARING LOCATION----- eNc project and accepts no e responsibility ric - to c<crebo nog.shipment MAX LIVE LOAD DEFLECTION: e, T DL in INT zone, TCDL= 4 . 2 sf, BCDL= 6. 0 sf p p Impact Resistant Covering and/or Glazing Req X-Loc 0- 1-12 Vert 1035 Horiz Uplift Y-Loa IN lion. lt.aThIg.shlp hi mentand in installation of L/999 29-10- 4 1035 81 0 -727 BOT PIN -769 BOT H-ROLL don has beci designed trusses. ThLatrusshasbeentlesignedasan L=-0.07" D=-0.07" T=-0.14" ..TC...FORCE ... CSI ..HC...FORCE CSI tndi%lduaI building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ... 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/TPI1-1995and NDS-97to be Incorporated as part bending by Building T= 0.07" 2- 3 -1435 0.40 12-11 1534 0.43 r(the architesignect Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 engineer). When review•edfor approval INthe T= 0 . 03 ^ 4- 5 -1240 0.25 10- 9 1534 0.43 building designer. the design loadings shown RMB = 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 ` 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 deslgn assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid ceiling, they should be braced at a ramirrum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653. Grade 40. unless othennise shown. FABRICATION NOTES 141 1 1 to fabrication, the fabricator shall review this drawing to verily that this drawing La tut conformance with the fabricator's plans and to realize a contmumg responsibility for such ven- ftcalion. Any discrepancies are to be. put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. hicmhers shall in cut for tight Ailing wood to wood bearing. Con. nector plates shall be located on Loth faces of the truss with rinds lull-v Imlxdded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A &v8 plate is 6' "des 8' long. skits (holes) run parallel to the plate length speclf cd. Double cuts on web members shall meet at the centrold of the webs unless olherwtse 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 Muss B not to be fabricated with fire retardant ucned lumber unless otherwise shown. For additional hfonnallon on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to In followed In accordance with "Handling I nstaWng & BraclnK% 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 fws- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracng is always requbed. Normal precautionary action for trusses requires such temporary bracing during mstatallon between trusses to avoid toppling mid dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is conipieted. 11-0-0 8-0-0 11-0-0 1 _2 4 6 7 6.00 0 4X6 3X4 4X6 6-3-2 0-4-3 1 5-10-3 0-41-3 R R 30-0-0 l3 1036# 3.50" 12 11 10 9 g 1-0-0 1036N 3.50" ° (RO-1l-11) � -- 3000 L -- 100 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-l111-11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W UNH Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. Dsgnr: TLY Clik: Date: 6-11-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing B not crectimn bracing, wind hmcing- portal bracing or sInnilar bracing which is a part of the building design and which must In considered by the building designer. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for Lateral support of truss members only to reduce buckling -length. Provisions must be QC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. it to anchor Lueml bracing at ands and spectiled locations determined IN the building designee Additional bracing of the overall sintctme maybe required. (See HIB-9I nfn'n BC Dead 10.0 $f p. Design Criteria: TPI LICFNSE- #0050068 (Truss plate Institute. TPI. Is located at 583 Donofrio Drtve, Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK t.rAMCDOYI-32766 I TOTAL 33.0 psf I VQ6.02.02- 12768- Design: Afmrit Anahsis !OR PATIf: C:17EE-LOtiUOBSI125AIPIIISU,\'HV HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information pr"Ided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infatuation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of tilts Information as It may relate to a spe. cific project and accepts no responslbWty, or exercises no control with regard to fabrica- tion, handling, shlpnient and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow, loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design nssurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords lit tension are not fully braced laterally try a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'4r 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 dmwmg to verify, that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri. fimtlon. Any discrepancies arc to be put In witting Iefore cutting or fabrication. Pl tes shall not be Installed over knotholes. knots or distorter] gram. Members shall be cut far tight filling wood to wood hearing. Con- nector platys shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the centmid of the wells unless otherwise showat. Connector plate sizes are minimum sizes based on the forces shown and nlay need to be Increased for certain hand. ling and/or erection stresses. This truss B not to the fabricated with fire retardant treated Imnber unless otherwise shown. For additional Infortnatiun on Quality Control refer to AN51/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with *Handling InstalWhg A Bracing% HIB-91. Trusses are to be handled with particular pre during banding and bundling, delivery and wta8atlon to avoid damage. Temporary and permanent bracing for holding truss" in a straight and plumb pas [lion and for resisting lateral forces shall be designed and walled by others. Careful hand- ling is essential and crecllon bracing is allays required. Nnrtnal precautionary action for trusses mqutres such temporary bracing during Installation between trusses to avoid toppling and dorninoing. The supervision of crectlon of trusses shall be under the control of persons experienced In the installation of truss". Professional advice shall be sought 8 needed. Concentration of construction loads greater than the design loads shall not be applied to truss" at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcmg I, completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 716# Support 2 752# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 7-3-2 0-4-3 WO: SUNHV 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- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Itrpact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE..CSI 1- 2 -1768 0.50 12-11 1525 6.41 2- 3 -1304 0.47 11-10 1522 0.41 3- 4 -1107 0.29 10- 9 1105 0.28 4- 5 -1308 0.48 9- 8 1522 0.41 5- 6 -1768 0.51 8- 7 1525 0.41 TI: D 9TY:1 ==============Joint Locations========_______ 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 69 -716 BOT PIN 29-10- 4 1036 0 -752 BOT H-ROLL 13-0-0 1 4-0-0 13-0-0 1 2 5 6 0 4X6 4X8 6..00 6-10-3 0-4-3 R R 30-0-0 12 11 10 9 8 1036N 3.50" 1-0-0-0 -1 1036N 3.50" (RO-11-11) I 30-0-0 1-0 0� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (I R 1-11-11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"•g: I Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY C": Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shwa on this drawing is not erection bmrfng, wind bracing, tonal bracing or slrular bmcmg TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support truss m rt of embers n llv to reduce buckling length. PruviMons must be BC Live 0.0 psf O.C.Spacing: 24.Orr P g• TOMAS PONCE P.E. made to anchor Lateral bracing at ends and si ecified Iocallons delernmed by the building designer. Additional bBC mcmg of tmo mec he mestructure may be required. (SHIB-9l of TPI). ea Dead 10.0 psf p Design Criteria: TPI LICENSE #0050068 From Plate Institute., TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr.0VIED0.FL02768 DOTAL 33.0 psf V:06.02.02- 12769- - +�., r.,rn. t,:ucc-t.vnvuuaucrnrrnlaunfft' 11CS: 06.02.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer docalrtas any responsibility for damages as a result of faulty or Incorrect L domratlon, specifications and/ar des too furnished to the trans designer try the client Find the corecuness or ocouracy If this Information as It may relate to a spe- IF, p JeCI and accepts no responsibility or exenctses no control with regard to fabn-- tlon, handling. shipment and Installa0on of trusses. 'nits truss tins been designed as an adi idual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered amhliect or pmfesslonal englneed. When reviewed for approval by the building designer, tine 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 spee(flcatkins or special applied loads. Unless shown, lnass has not been designed for storage or occupancy loads. The design assmnes cmnpresslon chords (top or bottom) are continu- ously braced by sh-thing unless otherwise specified. Where bottom chords In tension are not fully braced Imemlly by a property applied rigid ceding. Ihey should be braced at a maximm, spacing of 10, .0, u.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel nneeting ASTMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vcrlfy that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing bef"re cutting or fabrication. Plates shut) not be tioua lied over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates stall be lorated on both faces of the truss with nails fully Imbedded and shall be sy m. about the joint unless otherwise shown. A 5.14 plate B 5- wide .x 4- long. A 61,8 plate Is 6- wide x 8- long. Slots (holes) run parallel to the plate length apccifled. Double cuts on web members shall meet at the ccntrold of the webs unless otherwise shown. Connector plate sizes are minimum sins based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. 11,is truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional hdonnalion on Quality Contml refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Irualling R Bracing-. HIS-9 1. Trusses are to be handled with particular care during handing and bundling, deliveryand installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary brac(rig during install" thin between trusses to avoid toppling and domaoing. The supervision of erecllon of trusses slag be under the control of petsans experienced In the Installation of trusses. Pmfesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses al any lane. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 8-3-2 04-3 J- T- WO: SUNHV 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= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -1746 0.34 12-11 1513 0.48 2- 3 -1570 0.31 11-10 1291 0.44 3- 4 -1144 0.30 10- 9 1291 0.44 4- 5 -1144 0.31 9- 8 1513 0.48 5- 6 -1570 0.32 6- 7 -1746 0.37 TI: E 9TY:6 ==============Joint Locations============___ 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 74 -680 Bar PIN 29-10- 4 1036 0 -718 BOT H-ROLL 15-0-0 15-0-0 1 2 3 5 6 7 2 6.00 4X6 30-0-0 06 0 9 7-10-3 0-4-3 12 11 10 9 8 1036# 3.50" 1036# 3.50" 1-0-0 1-01-u- (RO- 1111) I 30-0-0 (I RO.11_ll) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bn,cing shown on this dmwing is not erection bmeing. wind bracing, pural bracing or smillar bracing which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral suppon of truss members only to reduce burkhng length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may Ie required. (See HIB-91 of TPll. (Truss Plate Institute. TPI, is located at 583 D'Unohio Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Truss ID: E Dsgnr: TLY Chic: Date: 6-11-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02-02- 12770- e TICS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the ell—t. The designer dlselaons any responslbWty for damage as a result of faulty or incorrect Information, specifications and/or designs famished to the truss designer by the client and the conectness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or u miU no control with regard to fabriea. tion, handling, shlpmenl 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 Ire Incorporated as par of the building design by a Building Designer (registered architect or professional -oncer). %kris— 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, tool 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 lalemtly by a properly apphed rigid cetling, they should Ix braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel rneeUng ASTAI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Pilot to fabri©ton. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fleallon. Anv discrepancies are to be put in writ Ing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or dlslorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5.14 pL to Is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long. Slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are mininuma sizes based on the forces shown and may need to be increased for certain hand- hng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless othcrise shown. For additional bdormatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mcontmendallons arc to libe followed In accordance with -Handling Instang & Bracing% HIB-91. Trusses are to are handled with particular eve during banding and bundWag, delivery and installation to avoid dainage. Temporary and permanent bracing for holding Inisses in a straight and plumb pas- 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 Installatlon between trusses to avoid toPPwg and dominoing. The supervision of erection of trusses shall be under the control of persons esperienced in the installation of Imsses. Professional advice shah be sought if needed. Concentmtion of construction loads greater than the design loads stall not be applied to trusses at any time. No lo.-tds other than the weight of the erectors shall be applied to trusses until after all fastening and bmcing Is completed. JB: SUNBURY H 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 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 0-3--14 —L WO: SUNHV 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= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 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- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: F QTY:2 ==============Joint Locations======== ----- __ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ - Uniform PLF From PLP 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- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 1 2 3 4.24 3-9-14 I I 9-10-13 11 I 1 4 209# 4.95" 423# 2.50" 1-6-2 1 (R1-6-0) 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr'.0liEU0.1`1-72766 Design: ,kfatrit Ariolrsfs scale = 0.4873 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY TC Live Chk: 16.0 psf W UNH Truss ID: F Date: 6-1 1-02 DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or st i lar bracing which Is a par of the building design and which be TC Dead 7.0 psf DurFae - Plt: 1.25 nwst considered by the building designer. Bracing shown Is for lam Lateral support of truss embers only to reduce buckling length. Provisions must be BC Live o.o psf helm O.C.S Spacing: 24.0" made to anchor lateral bmcing at ends and speclfie,l locations detennmed In- the building designer, Additional bracing of the overall structure nay le required. (Sec HIB-91 of nun. BC Dead to.o sf P- Design Criteria: TPI IT— plate Institute. TPI. is localnl at 583 D'Onufrio Drive. Madison. Wt,cousin 53719). Code Dese: FFLA TOTAL 33.0 psf V:06.02.02- 12772- '. JOR PATH: C:1TEE-LOA'UOR5I125,%IPIIISUNIIV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this lnfommallon as It may relate to a spe- cific project and accepts no responsibility or —rei— no control with regard to fabrtrm- 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 engineed. 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 eWnatle. records for wind or snow loads. project specifications or special applied loads. Unless shown. Imss has not been designed for storage or occupancy loads. The design assumes eompresslon chords (top or botloud are continu. usly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid telling, they should be braced at a ri—inum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hat dipped gahanlzed steel meeting ASraf A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Pilot to fabriotlon. the fabricator shall review thls drawing to vcrtfy that this drawing Is In confomnance with the fabrlcatoYs plans and to reallm a cominuIng responsibility for such ven- Ocation. Any discrepancies are to he put In writing before culling or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood hearing. Con- nector plates shall be located on hoth faces of the truss with nads fully Imbedded and shall be syin. about the join unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) ran parallel to the pLnte length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slus arc minimum sizes lxued on the forces shown and may need to be increased for certain hand. Ling and/or erection stresses. This truss is not to he fabricated with fix retardant treated ln u l r unless otherwise shown. For additioal Infommllon on Quality Control refer to AN51/ n'l 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance wiUm'Handling Installing R Bracing% HIB-91. Tosses are to be handled with particular care during handling and bundling. delivery and Installation to avoid damage. Temporary and pernnanent bracing for holding tosses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary acUon for trusses requires such temporary bracing durtng Installation between tosses to avoid toppWng and dorrAnoing. The supervision of erection of trusses shall be under the control of persons expenenced In the Installation of Imsses. Professional advice shall be sought ti needed. Concentration of construction loads greater than the design Id, shall not be applied to i rases at any tine. No loads other than the welght of the credo"' shah be applied to muses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01^ D= 0.00" T=-0.0111 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 0-3-14 1 U 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= 125mhph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 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 Inipact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 TI: F 1 9TY:2 ==============Joint Locations=============__ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ . Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 BoT PIN 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 1 2 3 4.24 3-9-14 I I 940-13 5 t2115# 11.31" 417# 2.50" (R1G6'0) fe 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 I-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENHROOK Cr.OVIEDOXI-32766 WAKNINIU: READ ALL NOTES ON THIS SHEET. Eng. .lob: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: CONTRACTOR. Dsgur: TLY Clik: BRACING WARNING: TC Live 16.0 psf H.eing shown on this drawing is not erection bracing. wind bracing. portal bmcing or similar bracing TC Dead 7.0 psf which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral suppnrf of truss members only to reduce I elding length. f'rovisluns must Ia: QC Live 0.0 psf made to anchor lateral bracing ee ng at ends and specified location determined by the budding designer. Additional bcing of the overall structure may he required. (SHIB-91 of TPII. BC Dead 10.0 f rrmss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf scale = 0.4873 Truss ID: F1 Date: 6-11-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA — r,1111: t.:mrCC-LVAVVUJIfl�Afl'ffIJVA'lIV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information th Provided by e client- The designer disclaims any responslblIty for damages as a result of faulty or Ineorrect information. specilesllons and/or designs funttshed to the truss designer by the client and the correctness or accuracy of this information as Il may relate to a spe- clfic project and accepts no responsibUlty or exercises no control with engird to fabn-' tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding Component it accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as pan or the building design by a Building Designer (registered architect or professional engineer). When rmlewed for approval by the building designer, the design Imdmgs shown must be checked 10 be sure that the data sham re In agreement with the lonl 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 assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of I Or-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gakranlzed steel meeting ASI7.1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication, the fabricator shall review this drawing 1. verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- flcatlon. My discrepancies are to be put in writing before cult PLites shall not be log or fabrlcntlon. installed over knotholes, knots or distorted grain. Memters shall to cut for tight fitting word to wood bearing. Con. nector plates shall be located on both faces of the toss with rna LLs fully imbedded and shall be Byrn, about the joint unless otherwise shown. A 5.14 plate Is 5" wide x 4" long. A 6x8 pate Is 6- wide x 6" long. Spats (holed ran parallel to the plate length specified. Double cuts on web members shall meet at the-,,I-td of the webs unless otherwise shown. Connector plate sizes are mmtmum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. 'n s truss is not to be fabricated with fire reatdant treated lumber unless o'hcrvse shown For additional Womation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erecllon recommendations are to be followed In--rdance with "Handling Installing & Bracing", HIB.91. Trusses are to be handled with particular care during banding and bundling, delivery and Install-tlon in avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing is -Mays required. Normal precautionary action for trusses requires such temporary bracing during Insathdon between messes to avoid toppling and dommoing. The supervision of erection of trusses shall he under the control of persons experienced in the msauauon of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not he applied to hisses -1 any time. No loads other titan the weight of the erectors shall be applied to Inlsses until after all fastening and bracing is completed. JB: SUNBURY H AC: 104 UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D 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= 1251rph, H= 21.0 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 Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 4-3-15 0-4-3 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nailtiple 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 1 433# Support 2 355# Support 3 51# TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G 61TY-9 ==== -- = ======Joint Locations=== ========_= 1)= 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----.- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 6.00 3-10-3 Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails CRO I I M 41 7-0-0 11 4 3 281a 3.50" 151a 2.50" I-1-9 82a 50" EXCEPT AS SHOWN PLATES ARE TL20 GA 'VESTED PER ANSUTPI 1-1995 Over 3 Supports 10-12 PIM scale = 0A854 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 1890 GREENBROOK cr.oviEUO.FL327GG Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on [kill drawing is not erection bracing. wind bracing, porinl bracing or sinWn, bracing which s a pan of the building design and which must be considered by the building designer. Bracing shin Is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and spectfied locations determined by the building designer. Addltlnnal bracing of the rncrall slneture may be rrfulmd. (See HIB-91 of TPI). finds Plate Institute. TPI, is located at 583 D'Onofriu Drive, Madison. Wisconsin 53719). !UR PATH: C.ITFF-LOXVORSV2S,VPHtSV,\'l1V Chk: 16.0 psf Eng. Job: Dwg: Dsglfr: TLY TC Live 7 C Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Bsf Truss ID: G Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual but]dmg component and has been based on information provided by the client. The designer dLsclahos any responsibility for damages as a result of faulty or Incorrect lnfonnatlon, specifications and/or designs furnished to like truss designer by the client and the correctness or accuracy of this ".—all." as It may relate to a spe- cific project and accepts no responslbWty or e[emises no control with regard to fabrica. tion, handling, shipment and installation of trusses. This truss Inns been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NUS-97 to be incorporated m pan of the building design by a Building Designer lregistemd architect or professlanaI engineer). When reviewed for approval by the building designer. the design loadings shtavn must be checked Ica be sure that the data shown are In agreement with the Inca) budding ales. local climatic recnnds for wind or snow loads. prOJect specifications or specfal applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords glop or bottaml are continu- ously bmeed by sheathing unless otherwise specified. WI—c bottom chords In lenslon are not fully braced laterally by a properly applied rtgld.citing. they should be braced at a maxnntun spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlrrd steel meeting ASfM A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for tight fining wood to wood healing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about thejoinl unless otherwise shown. A 5x4 plate Is 5' wide s 4' IOng. A 6,8 plate 1. 6- wide x 8- long. Slots (hot) run pamlel to the plate length specified. Double cuts on web members shall meet al the centrold of the webs unless th—ise shown. Connector plate sizes re 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 Itre mt-dant treated lumber unless otherwise shown. For additional Information on Quality Control refer in ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be fulowed in accordance with'llandling Installing & Bmcing-, 11I13-91. Trusses are to be handled with panicular care during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting Literal forces shall be designed and totaled by others. Careful hand- tnng Is essential and erection bracing is always mqubed. Normal precautionary action for trusses requires such tennporary bracing during Installallon between trusses to avoid toppling and dommoing. The supervision of erection of misses shall he under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of conslrudlon load, greater than the design loads shall not be applied to truss- at any nnic. No loads other than file weight of one erectors shall he applied to tnsses unit] alter apt fastening and bracing Is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D 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- 21.0 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/257 at Mid -panel # 1 L=-0.33" D= 0.0511 T=-0.28a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-15 04-3 J WO: SUNHV WE: Analysis based on Sifliplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on nwltiple supports. Interior bearing locations should be tnarked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 433# Support 2 355# Support 3 51# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI QTY:5 = _ __- -=.joint Locations=======ems_===__ 1) 0- 6- 8 3) 7- 0- 0 - -- 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 6.00 3-10-3 M 7-0-0 4 281# 8.00" 3 1-I-J 151k 2.50" 700 82# .50" EXCEPT AS SHOWN PLATES ARE '1'L20 GA TESTED PIsR ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIEDO.FL02766 Design: Afmril Analysis WAKNINts: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on tills drawing Is not erection burring, wind bracing, portal bracing or sbnlar hractrng winch is a pan of the bonding design and which must be considered by the building designer. Bracing shown Is far lateral support of ln.ss members only to reduce buckWng length. Provisions must be made to anchor Lateral bracing at ends and specified potations determined by the building designer. Additional bracing of the overall structure may he required. (See 11I11.91 of TPII. rrnrss Plate Institute, l'pl, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgty: TLY ICU: ,rc Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 1'O'l'AL 33.0 ncf Attach trills (3) 10d Toe-Na4 Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G1 Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA l0U PA771: C:11E6•LOKU08SI125A1PIlISUNliv HCS: 06, 02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: 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 Lite truss designer by the client and the correctness or accuracy of this mlo matloit as It may relate to a spe. cific project and accepts no responsibility or exereses 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 deslgn 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 sitow-n arc In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown- truss has not been designed for storage or Occupancy loads. The design assumes compression chords (top or bottom) are mnttnu- 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 maxlriiurn spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting AS Nt A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, Lite fabricator shall review this drawing to verify that this drawing Is In conformance with the fabrlcators plans and to realize a continuing responsibility for such ven- Ocatlon. Any discrepancies are to be put it 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 woad bearing. Con- nector plates shall be looted on both faces of the truss with nails fully itibedded and shall be sym. about the Jaunt 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 cenlroid 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 It,. retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection reconmtendatlom are to be followed In accordance with 'Handling InsaWng & Bracing". 11I15-91. Trusses arc to be handled with particular care during banding and bundling- delh-cry and Installation to avoid damage. Temporary and permanent bracing far holding trusses 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 is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppLing and domtnomg. The supervision of erection al trusses shall be under the central of persons experienced In the Installation of trusses. Professional advice s1a8 be sought If needed. Concentration of construction Inds greater than the design loads shall not be appied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unid after all fastening and bracing is completed. 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= 21.0 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 Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 4 0-1 Analysis based on Sifr>plified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on rmiltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 61TYA ---=---=======Joint Locations=============_= 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL a-1-8 1 2 6.00— 2-10-15 1 1 Ilk 5-1-8 4 3 219# 3.50" 110# 2.50" 1-1-9 5-1-8 61N 50" EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports-04 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOVIEDO.1`1_32766 WAKNIN(G: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown tin this drawing is ,,it ereetlmn bracing, wind bracing. portal bracing or slmllar bracing which Is a part of the building design and which must be. considered b_v- the building designer. Bearing shown is for lateral support of truss members only in reduce buckling length. Provisions must be made to anchor Lateral br:acing m ends and specified locations deteriniaed by the budding designer. Additional bmcing of the overall structure may be required. (See HIB-91 of TPII. rrmss Plate institute, TPI. Is located at 583 D'Onohio Drive. Madison. Wisconsin 53719). Attach with (4) tOd Toe -Nails Attach %vith (1) 10d Toe -Nails scale = 0.6197 Eng. Job: WO: UNH Dw'g: Truss ID: H Dsgnr: TLY Clik: Date: 6-11-02 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- 12777- < ..,.. ....... ..... r-.. �.m uvnuu u.»rnlounrry fres: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: HI QTYA DESIGN INFORMATION This design Is for an Individual building component and has been based on bdonnation provided by the client. The designer di-lainu any responslblllty 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 r-late to a spe. cific proJrct and accepts no responsibility or exercises no control with regard to fab l-- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer [registered architect or professional engbneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes• local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assum" compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced lalemlly by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e. Connector plats shad) be manufactured from 20 gauge hot dipped g l anlzed steel meeting ASTAI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review Otis drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbWly for such verl. ftcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Menben shall be cut for light fitting wood to wont bearing. Con- nector plates stall be located an both faces of the truss with nails fully unbedded 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 (hales) run parallel to the plate length specified. Double cuts on web rnembern shall meet at the cenlmld of the webs unless otherwise shown. Connector plate sizes are mininnum 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 Info lion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with *Handling InstaBirng & 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 shall be designed and installed by others. Careful hand. Iing 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 supeMslon 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 lnnsses at any 1mc. No loads other than Imu weight of the erectors shall be applied to truss" until after all fastening and bmchug Is completed. 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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl Let 40.0 ft W= 5.1 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/643 at Mid -panel It 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 04-3 1 -- 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 1 399# Support 2 278# Support 3 43# ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 ==------ - ===Joint Locations=============a= 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L.oc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 11 1 2 6.00 2-10-15 5-1-8 4 3 219# 8.00" 110# 2.50" 1-1-9 5-1-8 61# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA 'TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: _ Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf SANFORD. FL. 32771 Bracing shag, an this drawing b not ucctlon bracing, wind bracing. portal bracing or shnli r bracing which is a part of the building design and which must he considered by the building designer. limping TIC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss rnembers only to reduce buckling length. prrwisloru nurse I,c BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additional bracing of the overall structure may be required. (See 11I13-91 of Tpn. BC Dead 10.0 psr LICENSE #0050068 (Truss plate Institute. TPI. Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). IB90 GREENBROOK C7.0VIEDO.Ft-32766 I TOTAL 33.0 psr Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H1 Date: 6-11-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA -•••s••• •••W•� •• w —111: t,:ifrr--LUAUUn3Uvnfrin3UA7fV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. spcci0callons and/or designs furlshed to the truss designer by the client and the correctness or accuracy Of this Information as It may ¢late to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and IllslalLiti011 of tmssa This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ins part of the building design by a Building Designer (registered architect or professional rnglneer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are m agreement with the local building cafes. 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 othenwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a machmun spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gal anlzed steel meeting ASTM A Fi53. Grade 40. unless otherwise shown - FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing I. In conformance with the fabricators plans and to mail= a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before culling or fabrication. plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearmg. Con- nector plates shall be located on both faces of the truss with nails lady I bedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web embers shad meet at the centrold of the wehs unless otherwise shown. Connector plate sizes are minimum slur based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with (Ire 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". fill)-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of crectlon of trusses shad be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Concentral.1— of construction loads greater than the design (cads shall not he applied to trusses at any time. No loads other titan the welght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY H 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= 125rnph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" 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 2-4-11 0-4-3 WO: SUNHV WE: Analysis based on Sinplified 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 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 I (111-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED TI: I 9TY:4 ==============Joint Locations=============-= 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lroc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 0 3-1-8 4 31 154# 3.50" 67# 2.50" +i0 3-1-8 37# 2 50" /L: - PER ANSI/TPI 1-1995 Over 3 Supports C 04 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered bv the budding designer. Bracing shown Is for 4leral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing nt ends and specified locations deterdned by the building designer. Additional bracing of the overall structure may be required. (See I116-91 of TI'1). (Truss Plate Insmule. TPI. Is located at 583 D'Onufrio Drn•c. Madison. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d 'roe -Nails scale = 0.8792 Eng. Job: WO: SUNHV Dwg: Truss ID: I Dsgnr: TLY Chk: Date: 6-11-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12779- 1 •-��a• �•�•�+•� JUB VAIII: 1,:IJtt-f-Util/U8S1125AfPllISUA•HV 11CS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on hdonnalion provided by the client. The designer disclaims any responslbUity 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- elftc protect and accepts no responslbWty or exercises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building has In accordance wnh ANSUTPI 1-1995 and NDS-97 to be incorporated as part at the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design toadings shown must be checked to be sure that the data shown are in agreement with tine local building codes. local climatic records for wind or snow loads. protect specifications or special applied loads. Unless shown. truss has not been destgned for storage or occupancy loads. The design assumes compression chords (top or bottom) are conlhnu- ously braced by sheathing unless otherwise speeded. Where bottom chords lit tension arc not fully braced laterally by a properly applied rigid ceding. they should be braced at a matlnwn spacing of 10'-0- o.c. Connector plates shall be manufactured tram 20 gauge hot dipped galvanized steel meeting AMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc 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. nector plates shall be located on both faces of the truss with nails fully imbedded and shad be sysm. about the Joint unless otherwise shmvn. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is G wide x 8- long. Slurs (hots) run parallel to Lite plate length speeifled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mtri mum sties based on the force shown and may need to be Increased for certain hand- ing and/or erection stresses. This truss Is not to be fabricated with fie retardant treated lumber unless at shown. For additional information on Quality Cuntrol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance with *Handing 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 plant, pos. ition and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling in essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid topping and dominoing. The supervision of erection of trusses shad 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 a1 any time. No loads other than the weight of the erectors shall be applied to trusses unlit after all fastening and bracing Ls completed. JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: 11 61TY:4 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= 125uph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-1 1 0-4-3 _t 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 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 ===---==-=====Joint Locations=====___==_=:: 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 3-1-8 4 3 154# 8.00" 67# 2.50" 1-1-9 3-1-8 37# 2 0" 0 EXCEPT AS SIiOHrN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1890 GREENBROOK CT.OVIEDOXI-327G6 Attach %with (3) 10d Toe -Nails Attach with (1) IOd Toe -Nails scale = 0.8792 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 11 CONTRACTOR. Dsgllr: TLY Chk: Date: 6-1 1-02 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr: 1.25 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or shnilar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a pan of the building design and which uwst be cuasidemd by the building designer. Bracing shown Is for lateral support of truss member only to reduce buckling length. provisions must be BC Live 0.0 psf O.C.Spacing: 24.Ott P g• made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of Lite overall structure may be required. (SHIB-91 of TPII. ee BC Dead 10.0 ps r Design Criteria: TPI (Tr -ss plate Institute. TPI, is heated at 583 D'Onofno Drive, Madison, Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12780- 1 l-:IILC-f.UAVUUJ1143,11rHIJU,VHI' HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an IndMdual building component and has been based on Information provided by It,. c11enL The designer disclaims any responslbillty 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 Infomtaton as it may relate to a spe- cific project and accepts no nsponslbWty or exert,Lses 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 par 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 to sure that the data shown arc In agreement with the local building codes, local climatic records for %Md or snow loads, project speclflcatlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celibng, they should be braced at a rn—Imurn spacing of 10'-0" o.c. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653, Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabripUon, 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 far such ver- flcallon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates Ltes shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes lived on the forces shown and may need to be Increased for certain Imnd- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For oddlUonal 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 post - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precauuonary action for trusses requires such temporary bracing during (nstallaBOn between Uusses to avoid toppling and dominoing. The supervi lon of erection of trusses shall be under the control of persons experienced in the insinBaUon of trusses. Professional fessionadvice shall be sought U needed. Concentrutlon of construction loads greater than the d sign loads shall not be applied to truss- at any thne. No loods other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV 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 1 166# Support 2 65# Support 3 6# ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTYA ==============Joint Locations=============__ 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 l 2 6 0000 0-10-15 1-1-8 4 3 89# 3.50" 25# 2.50" 1-1-9 13# 2. n CT 1- 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENRROOK Cr.0VIED0.FL327G6 Orrietc- Afmrir Annlvrlt VV KNIN(,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sit -n on this drawing Is not erecomi bracing, wind bracing, portal bracing or %UnWr bracing which Is a part of the building design and which must to considered by the building designer. Bracing shown is for Lateral support of tniss members only to reduce buckling length. Proislons must he made to anchor lateral blaring at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1118.91 of TPll. (muss Plate Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: NH Dwg: Truss ID: J Dsgnr: TLY Clik: Date: 6-11-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf v•nA n7 no , o,7o, , HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: J 1 QTY:4 DESIGN INFORMATION This design is for an mdh•Idual building component and has been based on Inforinatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specification and/or designs furnished to the truss designer by the client and the correctness or acoura f of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlea- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professlonaI engineer). When mimed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are to agreement with the local building codes• local climatic reconb in 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) arc 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 al a maximum spacing of ID-0' o.c. Connector plates shall to manufactured from 20 gauge hot dipped galvanized steel meeting AS -MI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall m%lew this drawing to verify that this drawing is In conformance with the fabricator's plans and to realue a continuing responsibility for such veri- flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Alernbem shall be cut for tight fitting wood to wood boring. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cub on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This tow is not to be fabricated with flue retardant treated lumber unless otherwise shown. For additional unforrnntion 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", HID-9 1. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for resisting lateral forces shall be deslgned and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusts requires such temporary bracing during installation between trusses to avoid toppnng and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater Haan the design loads shall not be applied to tri—es at any time. No Irnds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 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 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 ==============Joint Locations======== ----- __ 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 6.00 Attach with (1) 10d Toe -Nails 0-10-15 Attach with (1) 10d Toe -Nail~ 1-1-8 4 3 89# 8.00" 25# 2.50" L 11-1- I- 1-1-8 18 1 (R1-1-7) C/L. 1- 4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 14995 Over 3 Supports WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' CONTRACTOR. Dsgnr: TLY Clik: 4005 MARON DA WAY BRACING WARNING: TICLive 16.0 psf SANF-ORD. FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bmclug or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members onh, to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stricture may be required. (See HIB-91 of MI. BC Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute. Till. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO.FL92766 TOTAL 33.0 psf scale = t.5123 Truss ID: J1 Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11. 1nrn: t:ucr..-r.VnVVHdIlOM17Yl11.1uN11v 11CS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: J2 QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cdent- The designer disclaims any responslbWly for damages as a result of faulty or Inconcct information, spec8lerllons and/or designs fumished to the truss deslgner by the client and the correctness or accuracy of this Information as it may relate to a spe- cmc 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 budding component In accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part of the building design by. Building Designer Iregistemd architect or professional engli—ii. When reviewed for approval by the building designer, the des(gr loadings shown must be checked to be surf that the data shown are In ageemenl with the local budding codes, local cWnntic records for wind or snow Iwds. pmJect speciftdllons or special applied Iwds. unless shown, truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galanlzed steel meeting ASTM A 653. Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabncatlon. the fabricator shall miew this drawing to verify that this drawing Is In conformance with the f ibrt utor s plans and to realize a continuing mpornlbWty for such veri- fication. Any discmpancles are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. lusts or distorted grain. lictnbers shad be cut for tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with na115 fully bnbedded 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) ran parallel to the plate length spectned. Double cub on web members shad meet at the cenlrold of the webs unless otherwise shown. Connector plate sties 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 tbe fabricated with fire retardant treated utber unless otherwise shown. For additional lnfomantlon oil quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recormnendallons are to be followed In accordance with "Handling Installing R Bractng'. HIB-91. Trusses arc to be handled with particular care during banding and bundling• deltvery and Installation to avoid damage. Tempomry and permanent bmcing for holding trusses In a straight and plumb poet - Ilion and for resisting lateral fortes shall be designed and Installed by others. Careful hand- nng is essential and erection bracing Is always required. Noma] precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I— shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of conslruc0on Iwds greater than the design loads shall not be applied to trusses at any tmae- No Iwds other than the weight of the erectors shall be applied to tnnsses until after all fastening and bracing Is cornpleted. 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- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 40.0 ft We: 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 Let 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tet 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 T 04-3 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 SCHIDULE: Support 1 176# Support 2 66# Support 3 15# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -3 0.02 ==----=--=====Joint Locations==========____•_ 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -66 TOP PIN 0- 1-12 88 32 -176 BOT PIN 1- 0- 4 21 0 -15 BOT H-ROLL I-1-8 1 2 0 0-10-15 I F1 1-1-8 � 4 3 89# 3.50" 2511 2.50" 1-1-9 1,1-1-8 2" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOR CT.0VIEDO.FL32768 Attach with (1) 10d Toe -Nails Attach with (1) lOd Toe -Nails scale = 1.5123 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SLINHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' Truss ID: J2 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing Is not errctimn bracing• wind hmcmg, portal bracing or sbnWnr bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the budding design and which must be. considered by the building designer. Bracing shown is for lateral support of lamrs ss mebeonly to reduce buckling length. Pruvtslons must be BC Live 0.0 psf ,, Spacing: O.C. Cr•�n 24.0" made to anchor lateral bracing at ends and steepled locations determined by the budding designee Additional bmclng of the overall structure may be required. (See IIIB-91 of TPI). BC Dead 10.0 r pti Design Criteria: TPI (Truss Plate Institute. T111, is located al 583 D'Onnfrio Drive. liadlson. Wisconsin 53719). ,.1 A Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12783- 1 11e 6". 111w1u �1 y� wu mile t,:IILL-LUAVUd2.114)Ml'HI5UNIIV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: K QTY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Infonnatlnn provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information• specincations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this IrdormaUon as It may relate to a spe- cific protect and accepts no rmponslbWty or exercises no control with regard to fabrim- lion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance With ANSI/TPI 1-1995 and NDS-97 to be incorporated as par of the building design by a Building Designer (registered architect or professional englnccd. When reviewed for approval by file 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 twits. pmJect speeNcaUons or special applied loads. Unless shown, truss has not teen designed for storage or occupancy loads. The dsign assunnes compression chords hop or bottom) are conUnu- ously braced by sheathing unl ss otherwise specified. Where bottom chords in lenslon arc 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 g l anlmcl steel meeting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vert(y that this drawing Is In confomnance with the fabricator's plans and to realize a contlnumg responsibility for such ver- ficalion. 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 worxl to wood bearing. Con- nector plats shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the Cohn unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6" wide x 8- long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slzs arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -dandling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral fours shall be designed and tnstaUed by others. Careful hand- ling 1s essential and erection bracing is always required. Normal precautionary action for trusses requhrs such temporary bracing during Installation between trusses to avow toppnng and dominoing. The supertislon of erection of trusses shall be under the contra, of persons e pedenced in the installation of I-"-. Professional advice shall be sought If needed. Concentration of conslructlon loads greater than the design hods shall not be applied to trusses at any tine. No loads other than the weight of the ercdors shall be applied m trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 T 4-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based 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 1 674# Support 2 674# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 =======-======Joint Locations==========____= 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 - BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 7-0-0 1 2 5 6 0 5X10 5XIO 3-10-3 0-4-3 1 P9 21-0-0 II 10 9 8 7 1447# 8.00" 1447# 8.00" 1 1 99 0� 1-1-9 (R1-t-7) I 21-0-0 430# 430# EXCEPT AS SHOUT PLATES ARE TL20 CA TESTED kR ANSI/TPI 1-1995 scale = 0.2880 Maronda Systems 4005 MARONDA WAY SANFORD• FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIEDOXI-32766 WAKNIN(a: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing V not erection bracing. wind bracing, portal bracing or slmlLu bracing which b a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pmvisions must be made w anchor Iatcral bracing nt ends and spm[ led locations detemdned by the building deslgrer. Additional bracbng of the overall structure may be. required. (See HIB-91 of TPIl. rrmss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Nladlson. Wisconsin 53719). 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 psf Truss ID: K Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ,..,, ,rrr,r. t.. rr cr-wnvvn�uonrr'rrqurvnv /fCS: 06.02.02 I I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: L 9TY:1 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer dlsclaints any responslbWty for damages as a result of faulty or Incorrect Infomtatlon, specifications and/or designs furnished to the truss designer by the client and the cormetness or accuracy If this information as It may relate to a spe- cific project and accepts no responsibility or erebes no control with regard to fabricn- Uon, handling. shipment and Installation of busses. This truss has been designed as an Indhidual building component In accordance with ANSI/TV] 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer fregtstered archllecl or professional enginecd. 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 with the local building codes• local climatic records for wind or snow loads. project speellicallons or special applied Inds. Unless shown• tress has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conttnu- ously braced by shr thing unless otherwise specified. Where bottom chords in lenslon are not fully braced laterally by a property applied rigid ceWng• they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify, that this drawing is In conformance with the fabricators plants and to realize a conUnumg responsibility for such veri- nntion. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood tearing. Con- nector plates shag be located on both faces of the truss with nails fully imbedded and shall be syln, about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate B 6* wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the welts unless otherwise shown. Connector plate sizes are maximum six" 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 fabrimted with fire retardant treated lumber unless otherwise shown. For additional inf.—tlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracing% HIB.91. Trusses are to be handled with particular care during banding and bundling, delt—y and installation to avoid damage. Temporary and permanent bmcmg for holding trusses In a straight and plumb pos- Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and election bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of busses shall to under the control of Pw erns experienced in the Imtallatlon of trusses. Professional advice shall be sought If needed. Concentmtlon of construction loads greater than the design loads shall not to applied to trusses at any time. No loads other than the wvIght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-3-15 0-4-3 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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 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 -1107 0.35 10- 9 952 0.39 2- 3 -896 0.26 9- 8 756 0.29 3- 4 -757 0.19 8- 7 952 0.40 4- 5 -893 0.27 5- 6 -1107 0.38 ==============Joint Locations==============r= 1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 21- 0- 0 4) 12- 0- 0 8) 12- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 744 60 -565 BOT PIN 20- 8- 0 744 0 -597 BOT H-ROLL 9-0-0 3-0-0 9-0-0 I 2 5 6 0 4X8 4X6 -6 00 21-0-0 10 9 g 7 745a 8.00" 7asa B.00 1-an 1-9 (111-1-7) I - 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 Bmeing shownon this drawingisnot erection bracing, wind bmcmg, portal brad bracing or similar brang which Is a pan of the building design and which must be considered by lite building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of MI. LICENSE #0050068 1890 GREENBROOI( CT.O%IEDOYI_127RR !Truss plate Institute. TV]. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 4-10-3 0-4-3 119 scale = 0.2880 Eng. Job: HV Dwg: Truss ID: L Dsgnr: TLY Chi:: Date: 6-11-02 TC Live 16.0 psr DurFae - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 1o.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12786- 1 „err. 111- .,,artn„ JUn VAIH: (,:Iltt-LUAUUNJIIL53fPII1SUNHp 11CS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: M 9TY:5 DESIGN INFORMATION This design Is for an Individual budding component and has been based on li fomnallon provided by the client. The designer disclaims any responsibility far damages as a result of faulty or Incorrect Information. specs laitlons and/or designs fumished to the lnrss designer by the client and the coneebness or accuracy of this Information as It may relate to a spe- cific protect and accepts no responsibility or -erotses no control with regard to fab l-- tlon, handling, shipment and Installation of trusses. This Imss 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 Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the d-Ign loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, I= climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown. I— 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 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 ASTAI A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad mdew this drawing to verify that this drawing is In co fonnancc with the fabriotoes plans and to realize a continuing responslbWty for such verl. notion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or distorted grain. Alembem shall be cut for light fitting wool to woad 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 6x8 plate is 6- wide x 8- long. Slots (hole) inn parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the wells unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be increased for certain hand- nng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shows. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recorrunendations are tI be followed In accordance with'Handling Installing & Bracing% 1116-91. Truss" are to be handled with particular care during landing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding lrussu In a straight and plumb pm. Itlon and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad 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 shad not he applied to trusses at any time. No loads other than the weight of the erectors shed be applied to Mss unalafter all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D--0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 6-0-15 0-4-3 T7� I 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, CSC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 40.0 ft We: 21.0 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 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 ===-=--=======Joint Locations======-------=- 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 745 60 -549 BOT PIN 20- 8- 0 745 0 -581 BOT H-ROLL 10-6-0 10-6-0 1 2 4 5 4X6 Q 21-0-0 8 7 6 745# 8.00'r 745# 8.00" 1-1-9-9 (111-1-7) I 10 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lbtaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOK Cf.OVIEDO.fL32766 n.,: a-. .n.,...;. ...,.,..... YYAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braving shown on this drawing is not erection bracing• wind bracing, pond bracing or similar bracing which is a pin of the building design and which must M considered by the budding dnlgec Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions nunsl be made to anchor Lateral bracing at ends and specdled locations determined by the building designer. Additional bracing of the overall structure "lay he required. (See HI13-91 of TPI). fr-- Plate Institute. TPI, is located at 583 D'Onofno olive. Madison. Wisconsin 53719). 5-7-3 0-41-3 scale = 0.2880 Eng. Job: ; SLINHV Dwg: Truss ID: M Dsgnr: TLY CU: Date: 6-11-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 osf v•nA n,3 n,_ i ollc7 TICS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an individual building component and has been based on INormation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clfic project and accepts no responsibility or exercises no control with regard to fabric. - lion, handling, shipment and Installation of trusses. This truss has been designed as an buds iduaI budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Dmigner [registered archltmt or pmfmslonal englnmrl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes cumpresslon 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 —lonun spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanizcd sled meeting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that this drawing is In conformance with the fabricator's plans and to malim a continuing rmponsibWly for such veri. ❑cation. Any discrepancies are to be put in writing before cutting or fabrication. Pill ns shall not be Italled over knotholes, knoll or distorted grain. Aiembcrs shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Gx8 Plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length sperafled. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with 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 reconunendallons are to be followed in accordance with 'Handling Insta8ing @ 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- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and donninoing. The supervision of erection of trusses shall be under the control of pennons experienced in the installation of trusses. Professlonal advice shall be sought if needed. Concentration of construction loads greater than the design [cads shall nat be applied to trusses at any lima. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 357# Support 2 161# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 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, CRC, V= 125niph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 40.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -39 0.30 4- 3 0 0.25 TI: N QTY:1 _=____ __=====Joint 1) 0- 0- 0 3) 4- 2-15 2) 4- 2-15 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -25 4- 2-15 BC Vert L+D 0 0- 0- 0 -10 4- 2-15 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 24 134 -357 BOT PIN 4- 1- 2 51 0 -161 BOT H-ROLL 4-2-15 11 Ilk 1 2 F4 24 0-3-14 1 4-2-15 M 11 4 3 1-6-2 25# 4.95" 51# 2.50" � 4-2-15 I (R 1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK C7.0I'IEO0.FL32766 scale = 0.9093 wAKNINtx: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: N CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building destgn and which must be considered by the building designer. Bracing shown is for lateral support of truss rnemProvisions lxrs only to reduce buckling length. Prisions must be BC Live 0.0 psf O.C.Spacing:24.On made to anchor literal bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. Ism IIIB-91 of TPI). ea BC Dead 10.0 psf Design Criteria: TPI frruea Plate Institute. TPI, is located at 583 D'Onofriu Drive. Madison. Wisconsin 53719). ,.1 Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 127A9- 1 • , 11 ,,,,,,. �.ucc-..vnvvaonromr•maunuP HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an indhidual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect btfonmulon. specifications and/or designs fumts Lied to the truss designer by the client and the correctness or accuracy of this Inform anon as It may relate to a spe- cifle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shlpmmru and installation of trusses. This truss has been designed as an IndhiduaI building comporent III accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional cnoneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc in agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxtrnum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator had review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing rulponslbWty for such verl- Bcatlon. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall h e cut far tight filling wood to wood bearing. Con- nector plates shall be located on loth faces of the truss with nails fully imbedded and shall be syin. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A &c8 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 cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fors 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 Installing14 Bracing-. 11I8-91. Trusses arc to be handled with particular due during banding and bundling. delivery and Installation to avoid darnage. Temporary and permanent bracing for holding trusses to a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand. Iing Ls essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice stall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tam. No loads other than the weight of the erectors shall be applied to tresses until after all fastening and bracing is completed. 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= 125f1ph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 40.0 ft W= 3.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-3-15 0-4-3 t 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 1 307# Support 2 171# Support 3 48# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -28 0.24 4- 3 -3 0.19 TI: O BTY:3 --= --==-=====Joint Locations=====_==___=___ 1) 0- 6- 7 3) 3- 0- 0 2) 3- 0- 0 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 2-10-12 64 83 -171 TOP PIN 0- 1-12 150 107 -307 BOT PIN 2-10-12 56 0 -48 BOT H-ROLL 3-0-0 1 2 Q 3-0-0 4 3 150# 3.50" 65# 2.50" 1-1-9 3-0-0 57# 2 0" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK C117.0VIEDO.Ft-37766 Attach with (3) 10d Toe -Nails Attach with (1) I0d Toe -Nails scale = 0.9028 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: NN A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: O CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 Bmcmg shown on this dawing is not erection bracing. wind bracing. pomil bracing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 which is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf Spacing: O.C. S P g: 24.0n made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlUoverall onal bracing of the structure rimy be required. (See IIIB-91 of Trl). BC Dead 10.0 psf Design Criteria: TPI rrmss plate Institute. TPI, Is located at 583 D'Onofrin Drive. Madison. Wisconsin 537191. Code Desc: FLA TOTAL 33.0 psf I V:06. 2.02- 12 91- 2 HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been Geed on Information provided by the client. The designer disclaim any responslbulty for damages as a result of faulty or hnco""` Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of ahis Information as It may relate to a spe. clflc project and accepts no responsibility or Cerclses no control with regard to fabnca- llon, 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 In incorporated as part of the building design by a Building Designer (registered architect or professlonal 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 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 (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. %%here bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector pL•Ues shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabnotor shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a conttnuing responslbihLy for such vert- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plain shag dnot be Installed over knotholes.. knots or storied 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 nags fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate s 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) nm parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes re minimum sizes Iused on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This Lmss is not to be fabricated with fire retardant treated hunter unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are tI be followed in accordance with -handling Inst.•dling R Bracing-, III5-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for resisting Lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmcing during installation between trusses to avoid toppling and dominoing. The supervision of erectiosn of trusses shall be under the control of person experienced in the Installation of trusses. Professional advice shall be sought B needed. Concentration of construction loads greater than the design Iwds shall not be applied to I- at any time. No loads other than the weight of the erect"rs shall be applied to trusses untilafter all fastening and bmcing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 3 design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 388# Support 2 211# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 0-4-3 3-6-3 WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 40.0 ft W= 8.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -524 0.19 6- 5 460 0.14 2- 3 0 0.31 5- 4 469 0.20 TI: P 9TY:1 ==============Joint Locations=============__ 1) 0- 0- 0 3) 8- 0- 0 5) 3- 0- 0 2) 3- 0- 0 4) 8- 0- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ - Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 3- 0- 0 TC Vert L+D -54 3- 0- 0 -54 8- 0- 0 BC Vert L+D -20 0- 0- 0 -20 3- 0- 0 BC Vert L+D -23 3- 0- 0 -23 8- 0- 0 Concentrated LBS Location BC Vert L+D -51 3- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-Loc Type 0- 1-12 365 0 -388 BOT PIN 7- 8- 0 324 0 -211 BOT H-ROLL 3-0-0 5-0-0 1 3 0 4X8 3X4 1-8-0 fl0-7-0 7-4-12 6 5 1 4 366 # 3.50" 325# 8.00" 1-1-9 11 (R 1-1-7) 8-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1 1995 scale = 0.5977 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: H LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing s not erection bmcing, wind bmcing, portal bracing or stmdar bracing which is a pun of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for Lateral support of truss members only to reduce buckling length. provisions must be BC Live 0.0 psf O.C.Spacing: p g: 24.0" TOMAS PONCE P.E. made to anchor lateral bmcing at ends and specified locations detennlned by the building overall dni6"xr. Additional bmcing of the erall structure may be required. (See IIIB-91 of TPI). BC Dead 10.0 Ps f Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Cade Desc: FLA 1890 GREENBROOK MOVIEDOYI-72766 TOTAL 33.0 psf V•06.02.02- 12794- 2 va vvoau um rrnal/,Yp v HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Inconmel Information, specificationsand/or designs furnished to the truss designer by the client and the co-ti'M or accuracy of this mfornation as It may relate to a spe- clBe project and accepts no msponslblllty nr 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 pan of the building design by a Building Designer (registered architect or professional engineer). When mimed 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 property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector pLales shall be manufactured from 20 gauge hot dipped gal anlmd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dnuing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ficttlon. Any discrepancies are to be put In writing before cutting or fabrlmtlon. Plates shag not be Installed over knothola. knots or distorted grain. Members shall be cut for fight fitting wood to wooed bearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall he sym. about thejotnt unless otherwise shown. A 5.4 plate is 5' wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specdled. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown. Connector plate slur re minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss 0 not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling installing R Bracing', HIB-91. Trusses are to be handled with particular pre during banding and bundling, delivery and trutallatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Instilled by others. Careful hand. Ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation oil trusses. Profv onal advice shall be sought d needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loods other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 7-3-15 0-4-3 WO: SUNHV 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= 125niph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 TI: U 9TY:1 =====----=====Joint Locations========_______ 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 4-0-0 13-0-0 t 2 i 5 6 0 SX6 5X6 6.00 6-10-3 0-4-3 3.00 3.00 _ 0-3 8 -�e-- P`I 12-10-0 3-9-0 12-10-0 1 11 10 g I 1 1 99 1042# 3.50" 1042N 3.50 "1-1-9 its 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (7) scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: V Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DNvg: Truss ID: U CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown ores this dmwing is not erection bracing, wind bm eing. portal bneing or similar bracing which Is a part of the building design and which must be considered by the building designer. Rmcing TC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateralsupport of truss members only to reduce buckling length. Provisions must be BC Live 0.0 p5r O.C.Spacing: 24.0" h TOMAS PONCE P.E. made to anchor lateral bracing rat ends and specified locations determined by the building mdeslgmc Additional bmctingofthe overall structure may be required. (See IIIB-91 ofM). BC Dead 10.o par Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is lomted at 583 U'Onafrlo Drive. Madison, Wisconsh, 53719). Code Dese: FLA 18900REENBROOk Cr.0\1ED0.FL31760 TOTAL 33.0 psf V•06.02.02- 12795- 2 -.�•- ...,, r.r. r.vn uvnuuc,w rniwuwty HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cinc project and accepts no responsibility or overciscs 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 tart of the building design by a Building Designer (registered architect or professional enginmd. 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 [oads, Project specifications or special applied ]wits. Unless shown, truss has not been designed for storage or occupancy loads. The dglgn assumes compression churds (lop or bottom) are continu. ously bramd by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced Laterally by a property applied rigid ceiling. they should be braced at a maxinum stating of 10'-0- o.c. Connector plates shah be manufactured from 20 gauge hot dipped gahanimd steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrimilon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to malim a continuing responsibility for such veri- ncallon. Any discreparicles arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knoUnol-. knots or distorted grain. Members shall be cut for tight fltthng wood to wood bearing. Con- nector plates shall be located on both faces or the truss with nalls fully imbedded and shall be s}mn. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the wets unless otherwise shown. Connector plate sties are mininnurn 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 arc to be followed In accordance with 'Handling InstaUing& Bracing". IfIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and per ianent bracing for holding trusses in a straight and phi n , pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is allays mqubed. Normal precautionary action for trusses requies 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 cusses. Professional advice shall be sought If needed. ConccnlmUon of construction loads greater than the design loads shall not be applied to cusses at any '.Inc. No loads other than the welglu of the erectors shall be applied to trusses until after all fastening and bmcing I, completed. JB: SUNBURY H 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 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 WO: SUNHV 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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 TI: V QTY:1 =___==_ _ ====Joint Locations============--- 1) 0 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 8-0-0 I1-0-0 1 2 4 6 7 0 3.00 1 0-3 12 1042# 3.50" 11-1-9-9 (R1-1-7) I SX6 3X4 5X6 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 1890 0REENBROOK Cr.0VIEDOXI-32766 Design: Alarrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing Is not emclion bmcing, wind bracing, portal bracing or stndlar bmcig winch is a tar of the building design and which roust be considered by the building designer. Bracing shown is for lateral support (if truss members only to reduce buckling length. Provisions must he made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISm HIB-91 "f TPI). 75 Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITFE-LOKVOBS1l2SAlPHISUMIV _G 00 1 3.00 5-10-3 0-4-3 1042# 3.50" (R1-1-7) scale = 0.2077 Eng. Job: V0791011V Dwg: Truss ID: V Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-06.02.02- 12796- 2 TICS: 05.02.02 DESIGN INFORMATION This design N for an Individual building component and has been based on Information provided by the client. The datgrer di -buns any raponsibWty 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 If this Infomuatlun as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion• handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered arehlteet or professlonal enginecrl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow loads. project speelflcations or special applied (cads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are cuntinu- 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 ASTAI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to veiny that this drawing Is in conformance with the fabricator's plans and to realize a contnuing responsibility for such verl. Bcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sqm. 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 Oholesl run parallel to the plate length specified. Double cuts on web members shall meet at the c-L-ld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fortes shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal 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 landing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a strafght and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of lasses. Professional advice stall 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 until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 781# Support 2 819# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.60" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.3811 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB - 1.15 5-3-15 0-4-3 0-3 WO: SUNHV 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= 125nph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3247 0.66 2- 3 -2946 0.54 3- 4 -3163 0.56 4- 5 -3163 0.56 5- 6 -2945 0.55 6- 7 -3246 0.68 ..BC ... FORCE ... CSI 12-11 2955 0.76 11-10 2629 0.59 10- 9 2629 0.59 9- 8 2955 0.76 TI: W QTY:1 ==============Joint Locations==========__==_ 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1042 92 -781 BOT PIN 29-10- 4 1042 0 -819 BOT H-ROLL 9-0-0 12-0-0 9-0-0 1 2 4 6 7 6.00 3.00 ( 5X6 2X4 SX6 0 13.00 4-10-3 0-4-3 T1 I 1 8-10-0 11-9-0 8-10-0 11 l 11 10 1W 1-1-9 f 1042/! 3.50" I042N 3.50" �1-1-9 (R1-1-7) I �e 30-0-0 (7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEUOYI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a Ian of the building design and which must be consldered by the bullding desigucr. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the memll structure may be required. IS- HIB-91 of MI. (truss plate Institute, TPI, is located at 583 D'Onof to Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: W Date: 6-11-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA -.�� .,, r.._r,vn vvnuuuau-m ivnnv HCS: 06.02.02 I I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: X 9TY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Infonnallon provided by the client. The designer disclabns any responsibility for damages as a result of faulty or incorrect Information. specification and/or designs furnished to the truss designer by the client and the correctness or amumcy of this Information as It may relate to a spe- el is pmjocl and accepts no responsibility or exercises no control with regard to fabrlea- 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 Iregistered architect or professional englrrecrl. 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 cones, loyal climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown- truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxhnum spacing of 10'-0' o.c. Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- ❑catlon. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be installed over Wtotholes. knots or distorted grain. Members shall be cut for tight Luting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6. wide x 8' long, Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the 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 Me retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recorrunendattons are to be followed in accordance with 'Handling Installing 8 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 restating lateral force shall be designed and Installed by others. Careful hand- ling is essential and erection bmctng is always requtred. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to ovoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the lnsla lation of I. - professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tmssa until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0.50" D=-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V= 125rr>ph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -6390 0.22 10- 9 5873 0.33 2- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.54 4- 5 -6391 0.22 7- 6 5874 0.33 =--=====-=====Joint Locations======== ------ '_ 1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 2-PLYS REQUIRED 11, 5-0-0 11 20-0-0 11 5-0-0 1 3 r 6.00 3.00 I 0-3-8 � 8X10 l0X10 RX10 _� 00 3.00 T 04-3 2-10-3 _L I 4-11-8 19-6-0 4-11-8 110 8 I 1685# 3.50" 1685# 3.50" 1 1 99 30-0-0 (. 1-1'9 19611 1961/ (' (�R1-1--7) EXCEPT AS SHOWN PLATES ARE L20 CA TESTED PER ANSI/TP1 1-1995 scale = 0.2077 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. HCENSf_ #0050068 1890 GREENBROOK Cr-OVIED. Ft_947rr. WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: B-Ing shown an this drawing l not erection bracing, wind braring, portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified locations deternined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). rrm- Plate Institute. TPI. Is 1-ted at 583 D'Onofrio Drive. Madison. Wisconssln 53719). Eng. Job: WO: SUNHV Dµ'g: Truss ID: X Dsgilr: TLl' Chk: Date: 6-11-02 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 lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.0Z02- 12802- 2 's". ,rrrar,x ,n 'YJUH fAM: (,:Iltt-LUAUUUJlIL)Af/'HIJUN/fp HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer diselalms any responslbWty for damages as a result of faulty or Incorrect Infonnatlon, speculcations and/or designs furnished to the muss designer by the client and the correctness or accuracy of this Infonnatlon as It may relate to a spe. cific project and accepts no responsibWty or exercises no control with regard to fabrica- tion, handling, shipment and Installation of I---. This truss has been designed as an Indhidual building component fit 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). Mien reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local clinatic records for wind or snow loads. project speeflptilins or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The desfgn asstunes compression chords (top or bottom) are contbm- ously bracal fly sheathing unless otherwise specNed. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Conncctor plates shad be manufactured tram 20 gauge hot dipped gal ant-d steel meeting ASTM A 653. Grade 40. unless otherwise shwas. FABRICATION NOTES Nor to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to mallie a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before culling or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight 0tling wa rid to wood bearing. Con- nector plates shall be located on both faces of the truss with nail fully inbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is :i wide x 4- long. A 6x8 plate is G- uide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slims arc minimum saes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses- This truss is not be fabricated with fire retardant treated be unless otherwise shown. For addWonal Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and creel Ion recommendations are to be Mowed in accordance with -Handling InstaWng 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- Illon 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 Stich temporary bracing during installation between trusses to avoid topplit19 and dominoing. The supervision of erection of trusses shall be under the control of persoro experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses al any time. No loads other than the weight of the ereclors shad be applied to trusses until after all fastening and bracing I, completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.0411 D= 0.001' T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.00 WO: SUNHV 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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 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 -64 0.85 4- 3 -12 0.73 4.24 TI: Y 9TY:2 ====--========Joint Locations=====__________ 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ . Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 0-3-15 2.12 1 0-4-15 I 6-7-15 4 95# 4.95" 1-6-2 193J! 2.50" (R1-6-0) 7-0-1a EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.6346 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: SLINHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: Truss ID: Y CONTRACTOR. Dsgor: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY BRACING WARNING: SA NFORD, FL. 32771 Bracing shorn on this drawing is not ercctlon bracing. wind bracing, portal bracing or sinllar bracing which is a part of the building design and which be TC Dead 7.0 psr DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321.3913 must considered by the building designer. Bracing shorn is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.o psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcBC ig of the overall structure may be reqee required. (SIIIB-91 of TPI(. Dead 1U.0 pSr Design Criteria: TPI LICENSE- #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK Ur.OVIEDO.FL32766 TOTAL 33.0 psf V:06.02. 2- 12804- 3 1/CS. 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: Z QTY:I 1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on simplified Analog Model. ==============,Toint Locations==========_____ This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 9-15 3) 5- 0- 0 component and has been based on Information by All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 5- 0- 0 4) 0- 9-15 provided the client. The designer disclaims any responsibility for daunages as a result of continuous) braced unless noted otherwise. l' This truss is desi 9ned to bear on multiple - - - -MAX . REACTIONS PER BEARING LOCATION- - - - - faulty orIncorreclInfomnation.specifications Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type arid/or designs furnished to the truss designer bearing. be marked on truss. Shim or wedge if 4-10-12 107 141 -274 TOP PIN by lire client and the correctness or accuracy of this Information as it may relate to spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, 0- 1-12 4-10-12 215 191 -390 BOT PIN talc project and accepts no responsibility or e,mmism no control with regard to fabrlp- Support 1 390# H= 21.0 ft, I= 1.00, Cat. B, Kzt= 1.0 P 58 0 -43 BOT H-ROLL tion, handling, shipment and installation of Support 2 274# Bld Type= Encl L= 40.0 ft W= 5.0 ft Truss trusses. This truss has been designed as an Support 3 43# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf IndviduaI building component In accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSI/TPI 1-1995 and NDS-97 to be incorporated L/684 at Mid -panel # 1 as part at, he fthe building design by a Building Designer (registered architect or professional L=-0. 09" D= 0. 01" T=-0. 08" ..TC • • •FORCE ... C$I ..BC... FORCE ... CSI engtocer). When reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -49 0.63 4- 3 -27 0.48 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 Inds, project specifications or special applied loads. RMB = 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design acsurnes compression chords (lop or bottom) are continu- 5-0-0 ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 not fully braced laterally by a properly applied 2 rigid telling. they should be braced it a (-- u-Imuln spacing of 10'-Q' o.c. Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. Attach will, (41 10d Toe: Na►Ls FABRICATION NOTES TIjj��l Prior to fabrication. the fabricator shall review (� this drawing to verify that this drawing is In confartnance with the fabricator's plus and to 1-8-1 realize a continuing resns polbWri ty for such ve- I flcalion. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitthig wood to wood bearing. Con- 3-3-15 nector plates shall be located on bulh faces of the truss with nalLs fully imbedded and shall be sym. ahont the join unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A Gx8 plate is 6' 0-4-3 wide x 8- long. Slots (holes) run parallel to the length specified. Double 1-2-2 pblc cols he web shall members shall meet at the centrold of the webs unless other,lse shown. Connector plate sizes n minimum sizes based on the es; shown and may nd to be increased for certain hand- eeerection Attach wit), (1) ling and/or stresses. This truss Is not 3X4 10d Toe -Nails to be fabril with fire retardant treated lumber unless otherwise shown. For additional hnfurnalion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recort0u¢ndatlons 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 darnage. Temporary and permanent bracing for holding tnrssu In a straight and plumb pos- Illon and for reststbng lateral foes 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 cruses to avoid I ling and dom nomg. The supervision of erection of s truss- shall be under the control of person experiencetl In the Installation of trusses. Professional advice shall be sought If needed. Concentration ruc of co-ttion 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 musses until alter all fastening and bracing I, completed. 3.00 1 0-3-8 L 4-8-8 11 .1 I 4 3 215# 3.50" 108# 2.50" 1-1-9 59# 450" 5-0-0 C/L: 4-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOk Cr.0VIEDOXI-32766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or sinllar bmcing TC Dead 7.0 psf which Is a part of the building design and which must to considered by the building designer. Bracing shown Is for Lateral support of truss members only to rednee buckling length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations detemuned by the building designer. Additional bracing of the overall structure army be required. (see HIB.91 of TPI(. BC Dead 10.0 psf (Truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 33.0 scale = 0.6314 Truss ID: Z Date: 6-11-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - •�� .,r.... ,..aur.rzvnvvu,,vomrnl�un'rfv TICS: 06.02.02 DESIGN INFORMATION This do Ign Is for an Individual building component and has been based on information provided by the cltent- The designer disclalms any tesponslbmty, for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the coreclnes9 or acou-cy of this Informa0on as It may relate to a spe- e01c project and accepts no responsibility or exemis- no control with cepard to fabrin- tion, handling- shipment and installation of trusses. This truss has been designed as an Individual building component lit accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns part of the building design by a Building Designer (registered architect or professloaal engineer). When reviewed for approval by the building designer• the design loadings shmv i must be checked to be sure that the data shown are in agreement with the local building codes. loot climatic records for wind or snow loads. p Jeet specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assunn compression chords (top or bottom) are moduu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rtgd ceWng, they should be braced at a mastmum spacing of 10'-0- D.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 sha8 review this drawing to verify that this drawing is In conformance with the fabnentor's plans and to realize a continuing responsibility for such ven- 'milon. Any discrepancies are to be put in writing before cutting or fabrtentlnn. Plat- span not be installed over knotholes. knots or dbtored gain. Members stun be cut for tight fitting wood to wood bearing. Con- nect., plates sha8 be located on both faces of the tress with nails fully imbedded and sha8 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-rit-id of the webs unless otherwise shown. Connector plate sizes are minimum sixes based on the forces shown and tray need to be increased for certain hand. Wog and/or erectlon stresses. This buss Is rat to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Can"( refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erectlon recommendations are to be followed In accordance with -Handling Installing (4 Bracing'. 111E-91. n.-- are to be handled with particular rare during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces sha8 be designed and InstaOed try others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for muses requires such temporary bracing during Installation between tresses to avoid toppling and dombming. The supervislon of erection of trusses shall be under the control of persons experienced in the installation of ter. es. Professional advice sha8 be sought If needed. Concentration of construction loads Beater than the design loads shall not be applied to busses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all lastcnlng and bracing I, completed. JB: SUNBURY H 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 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV 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, CSC, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 40.0 ft W= 1.1 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 -9 0.03 4- 3 -6 0.02 TI: Z 1 BTY:4 ==---- -=====Joint Locations========_===___, 1) 0 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1 21 0 3.00 I 0-3-8 0-10-0� 4 3 89# 3.5011 25# 2.50" I 1 1 9 13# 2. e 1-1-8 fill 1 7) EXCEP"I' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 1- 4 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cf.OVIEDOXI-32788 Design: Hair& Aiwlysis WiRKNINU: 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 bracng, wind bracing, portal bracing ar similar bracing which b a part or the building design and which roust he considered by the bufldbig designer. Bmcng shown b fur L teral support of tress menders only to reduce I eking length. Ihmgslons must he made to anchor Lateral bmring at ends and specified locations determined by the building designer. Additional bracing of the McFall structure may be required. (See HIS-91 of TPI(. (ernes Plate Institute TPI. I, located at 583 D'Onofrto Drive. Afadisun, Wisconsin 53719). JOB PA771: C:17EE-LOKVOBSV25AfPHISUNjjv 0-8-9 0-2-8 _t Eng. Job: Dwg: Dsgur: TLY Clik: Attach lvilh (1) loll Toe -Nails Attach R•Itll (1) 10d Toe -Nails TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 1.5123 Truss ID: Z1 Date: 6-1 1-02 DurFac - lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11 CS: 06.02.02 DESIGN INFORMATION This design it for an trndlvidual budding component and has been based oil Inlormauon provided by the client. The designer diselatrns any responsibility for damages as a result of faulty or Incorrect information, specification and/or designs furnished to if,. truss deslgrter by the client and the correctness or accuracy of this Infonna0on as it may relate to a spe. cite project and accepts no responsibility or exercises no control with regard to fabd-- uon. handling. shipment and I, stadauon of trusses. This ttirss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NUS-97 to be Incorporated 83 part of the budding design by a pudding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings .boon 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 speaficaUons or special applied lads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are cominu- ously braced by sheathing unless otherwise tip --dial. Where bottom chords In tension are not fully braced l terady by a properly applied rigid ceWng they should be braced at a maximum spacing of 10'.0- o.c. Connector plates .lad be manufactured from 20 gauge hot dipped gahaniwd steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shad ictim this drawing to verify that Ills drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- nmpon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shalll not be trial.Hed over Wtotholes. knots or distorted grain. Members shall be cut for Light fItUng wood to wood bearing. Con - in' plates shad be located on both faces of the iris, with nalLa fu0y Imbedded and shaU be syrn. about thejolnt unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8' long. Slots (holcr) rim pamdel to the plate length specified. Double cuts on web members shall meet at the cent-ld of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be increased for certain Lad- ling and/or ereellon stresses. This truss 1. not to be fabricated with the retardant treated Imnber unless otherwise shown. For addlLional Infomnauon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -f landling Insta l ng & Bracing'. IfIB•91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and petmanent bracing for holding trusses In a straight and plumb pos- Won and for resitting lateral forces shall be designed and Installed by others. Careful land. ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InstalLaUon between trusses to avoid toppling and dominoing. Tile supervision of erection of trusses shall be under the control of persons —pertenced In the Installallon of trusses. professional advice shad be .aught U needed. Concentration of eormt—LIon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of lire erectnn s1a11 be appUcd to Lmsses imid after ;oil I:astenlng and bracing I. completed. JB: SUNBURY H 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 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE DOADS -- 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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 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 47 0.25 4- 3 17 0.19 TI: Z2 QTYA --------------Joint Locations==========--- _ ---------- 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS ____________ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lcc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL 3-1-R 1 2 I 6.00 1-2-7 0-8-8 I 3.00 I 0-3-8 2-10-0 a 3 199# 3.50" 115# 2.50" t-1-9 65# 2 50" 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0-4 =Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. I-ICENSE #0050068 1890 GREENBROOK Cr.OVIEDOYI-37766 Design: Afairir Analysis YYHKIVI14ti: 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 nnl crectlon hracing. wind bracing• portal bracing or slmilar bracnIll which is a pan of the building design mid Much must be cnnsldeml by the bulldmg designer. Bracing shown is for tateral support of trims members only to reduce buddinng length. Pm, must be made to anchor lateral bracing at ends and specified loarth— detennl—i by the budding designer Additional bracing of the overall structure clay be required. (See IIIB-91 of Tpll. Rniss plate Institute. TPI, is located at 583 D'Onoldo Lid-, Madison. Wl r.tuln 53719)- JOB P.ITN: QITEE-LOKUOBS1125A1PHISUNIly Attach with (3) 10f1 Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Cltk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psr TOTAL 33.0 psf scale = 0.8792 Truss ID: Z2 Date: 6-11-02 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building canpnnenl and has Ixen fused on Information provided by the client. The designer di -Wails any respunslbWly far,lamoges as a result of faulty or moored Information, specif(cattoru and/or designs furnished to the truss designer by the client and the correctness or accumey of Ills information as it may relate to a spe- elllc pr Jeel and accepts no rrsponsfhfllty or exerclses no control with regard to fabrlca. lion, handling, shipment and installation of trusses. This truss has been designed as an Indh9dnat building component in accordance with ZZI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Budding Designer (registered architect or pmfesslonal engineer). When reviewed for approval by the building designer, the design loadings shown nurst be checked to be sure that the data shown are In agreement with the kxal building codes, local climatic records for wind or snow lauds. project speclfipllons 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 mnllnu- ously braced by sheathing unless otherwise sF•c'celed. Where bottom drords to lensloare not fully braced latemily by a properly appliedn rigid ceWng, they should Ie braced at a maximum spacing of 10'-0- o.e. Connector plate shall be manufactured from 20 gauge hot dipped gahanued steel meeting ASMI A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabnrm0on, the fabricator shall review this drawbig to verify that this drawmg is in conformance with the fabricator's plans and to reallze a continuing responsibility for such vert- Ii-tion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over kombolo. knots or distorted gram. Membersshall be cut for tight fit ung wood to wood bearing. Con. nector Plates shall be located on will laces of the In- with nails fully mnbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate B 5- wide x 4- long. A 6.8 plate Is 6- wide x 8- long. SIoCs tholes) run parallel to the Platte length specdled. Double cuts on wet, n¢mbers shall meet at the centrord 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 fabAcated with fire retardant treated lumber unless otherwise shown. For additional mformaUon 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 @ Bmemg', li18-91. 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 in, restsl(ng lateral fames shall be designed and insladed by others. Careful hand- ling is essential and erection bracing B ahvays required. Normal PT-1111onary action for trusses requtres 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. Professlonal advice shall Ire sought I 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 alter all fastening and bracing Is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 797# Support 2 779# MAX LIVE LOAD DEFLECTION: L/859 at JOINT # 4 L=-0.41" D=-0.42" T=-0.83" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB = 1.15 .00 T 4-3-15 04-3 3.00 0-3-8 I I 5X6 WO: SUNHV 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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3239 0.63 2- 3 -3152 0.51 3- 4 -4083 0.90 4- 5 -4083 0.90 5- 6 -3152 0.51 6- 7 -3239 0.62 ..BC ... FORCE...CSI 12-11 2933 0.67 11-10 2840 0.71 10- 9 2839 0.71 9- 8 2933 0.67 4 2Xd lit 1042# lG 3.50'n 10 11-1-9-9�f (R1-1-7) I Ic' 30-0-0 EXCEPT AS SHOWN PLATES ARE TI-20 GA TESTED PER ANSI/TPI 1-1995 Lt!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 I-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OR EENOROOK CY.OVIEnCt.FL-32766 Uesiga: Afmrir Analysis �JIMPAIMILi: 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 sind4sr bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown Is for Lateral support of Iruss mennbers only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends and specified IocaUons determined by the budding designer. Additional bracing of the overall structure may be required. (.See 11I13-91 of TPI). lrruss Plate Institute, TPI, is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719). JOB PATH: C:17FE-LOKUOBS1725AfplilSUvilt, TI: Z3 9TY,:1 ========- ==Joint Locations=======________ 1) 0- 0- 0 5) 23- 0- 0 9) 22-10- 8 2) 3-10-15 6) 26- 1- 1 10) 15- 0- 0 3) 7- 0- 0 7) 30- 0- 0 11) 7- 1-,9 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc e 0- 1-12 1042 -50 -797 BOT PIN 29-10- 4 1042 0 -779 BOT H-ROLL 13•00 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf T 04-3 3-10-3 T7� I 1042N 3.50" (RI-1-7) scale = 0.2077 Truss ID: Z3 Date: 6-11-62 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA nriz- f1i 67 rn I J►J 1 1 v 1-4 c0 CV Ln rn tx 0 t. a Wayne WINDL OAD SPECYICA TION 0/08 j]alton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 13 GA HORIZ ANGLE F 054" HORIZ TRACK I I I I 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP �r (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAP, TO HAVE A MINIMUM GRILL .281 OR 9/32 HOLE IN TRACK FOR YIELD OF 80 KSI JB—US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO � ' HAVE A MINIMUM YIELD OF 33,000 PSI. (1) JB—US BRACKET LOCATED -• AT EACH ROLLER LOCATION 6. OPTIONAL — (MIN) EXCEPT TOP BRACKET ROLLER .080" ALUMINUM LOUVERS WITH HIGH (P/N 125139). 1 IMPACT STYRENE FRAME MAY BE= LOCATED IN THE END PANELS OF a •.: THE BOTTOM SECTION. ` 7. LOCK OR OPERATOR IS REQUIRED. 5/16x1-5/8" 8. THE DESIGN OF THE LAG SCREW AT EACH i SUPPORTING STRUCTURAL 1 ELEMENTS SHALL BE THE BRACKET KET o� RESPONSIBILITY OF THE I PROFESSIONAL OF RECORD .FOR THE BUILDING OR SFRI:J.,CT( RE AND .054" VERT TRACK �. IN ACCORDANCE_ WITH,',rVR, RENT BUILDING COQES"•-FC7F�1� T O ,f;L'OADS I O LISTED ON :TF tl �;?��I�l�� ;• - % 1 /4-20x9/16" TRACK '•:" `• BOLT & 1/4-20 HEX NUT AT EACH JB—US Approved.."= ;::' = BRACKET -wa Wlion,•P:E, - 3395 AO6150N OR:£NS rP1C 51 Fl:'�i2 4 = . FLORIDA'�fRT1F1�111dN1N0': 00484&4,';-'':�.^::! ' GEORGU rZAi Fl 0N ,NO-'Oj8519 i',1(: '.':: -' NORhL.CAROU+iA, E�tiFIGt110N'�C�'0�3t336 .I v Date: n�a. OPTION COOS. b1`08 REv. P WM 9' x 14' MAX 44 PSF 1 OF 4 TRACK, END HINGE TOP BRACKET REQUIREMENTS 1/4-2Ox9/16- 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) o \ 14 GA WIDE BODY HINGE / ° " o O (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1 /4-20x5/8" SCREWS END HINGES 9. 20 CA -BAR SEEWIDE BODY HINGE 6 (P/N SEE BILL OF MAT'L) LH taD HAGE P,H END HINGE NYLO -ROLLER (PZN 270791) ® \ BOTT BRAC�<ET f� (P/ H-2.70;54 & LH-2ZO-T55) ..•�TEK SCREWS '(P/N 100507 I• 14 GA WIDE BODY HINGE / ° " o O (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1 /4-20x5/8" SCREWS END HINGES 9. 20 CA -BAR SEEWIDE BODY HINGE 6 (P/N SEE BILL OF MAT'L) LH taD HAGE P,H END HINGE NYLO -ROLLER (PZN 270791) ® \ BOTT BRAC�<ET f� (P/ H-2.70;54 & LH-2ZO-T55) ..•�TEK SCREWS '(P/N 100507 I• k1 A'proved: - y W.S. K. son, P.E 3395 A00ISON OR.. PENSACOLl FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGU CERTIFICATION No. 019519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 3 - 5'- c i \I III IIII'(D I o• — 1 /2" 16 GA ENO STILES � m I I i 1 :m ,FLU \.,„ '_ENTER STILES) OPTION CODE' 0108 1 REV.- P WM 9 " x 14 ' MAX 44 PSF 2 OF 4 U-BAR L 0CATIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'—Y HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN } 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6- THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN \ b o i" 1 (2) 1/4-2Ox5/8•' TEK SCREWS ATTACH AT EACH STILE .'. Approved: '. YES. Wibon�,1_J�E'r•' , n"�� J395 A6O1 ORL.- 14SdCou� �325J ,);'.j: FLORIDA ,CERTIFICATION NO. 0048489 :; CF99rGU CERTIFJCATIDN;?IC,)OT8514 Lam' NORTH'.ftU2DUNA CERnnc,k 10N No -0iR.W." Date: OPTION CODE::�Oi�REV.. P WM 9' x 14' MA 44F 3 OF 4 1 •-� a g 1: Y t Wind Load Test Report Report # 0108P February 1, 2001 TEST REQUIREMENT: in The door must remain intact and safely operable after endurg static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to . 10 or l I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 640 F. PRODUCT DESCRIPTION: 1. Waynebtark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. • 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per sectiom 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*An5,Wdrs;':Qi{�18(Q127). APPROVEDbPTIONS,t�L�dA Based on oth-e�`tesiS t�ein� 4c�h;. et}tw"'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: -� ' W.S.•.Vi(dson 1 r ;..- 3395.Addisorr,Drr, PA*coka;:FCr}Z1tl Florida Cer4.-' ,OD�t�q$ `'. ' i Jr /l ,ems Georgia Ccrt'Nlb�t 85•l• �r��'��'. North Caroling Cyr Nd. Oz�� I -,,t,,..,ttttt h ^� �M i• tom• -•�~ ctZ oti of 5 �.. 6 r. UILDING _ D11 IIS" 10N Wayne Batton MODAL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIRCA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF , 13 GA HORIZ ANGLE NOTES: 1. GLASS • DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE .ADEQUACY OR 067" HORIZ TRACK , INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN Nf FROM THE TEST." (1993 ASTM ° E330). (2) 1/4"-20x9/16" TRACK BOLT' & (2) 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX NUT �a INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/16"xi-5/8" LAC SCREW AT EACH OVERLAP TOP AND BOTH ENDS OF JB-US BRACKET 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 9/32"v HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB—US B ATTACRACKET HMENT m. YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1/4"-20x9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1 /4"-20 HEX °1 7. OPTIONAL - .080" (MIN) NUT AT EACH \5 ALUMINUM LOUVERS WITH HIGH JB-US BRACKET IMPACT STYRENE FRAME MAY BE a LOCATED IN THE END PANELS OF ; THE BOTTOM SECTION. (1) J8-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP d ' 8. LOCK OR OPERATOR IS SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING c STRUCTURAL ELEMENTS SHALL BE �c THE RESPONSIBILITY OF THE .067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR`'TH£ LOADS a LISTED ON THIS..01RAWING •i (1) JB—US BRACKET LOCATED 1/ Approved: _ 1If AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER w •wlsor, r.:.:Y' (P/N 125139). o . 3M5'AO N�pR' P 0 FL32514 ' F�IQA C iibEV t�Ctif ag: CEORCA-;:6 11AC nON NO. 018519 N6jtT}+�OU•NS�ERQFtCA(wN N0. 0�'ir ; ` �� % IO Dote: % ^�- 28-0_,. - OPTION C00"r�`:r1,, ':REV. P1 WM 16 x 14' MAX, f27 -29 PSF 1 OF:_ 4 A TRACK END HINGE, TOP BRA CKET REQUIREMENTS 1 /4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (PIN 108077) (5) 1/4 2Ox5/8" TEK SCREWS (P/N 141668) A v �n�-t�,`4L'�ARRO BODY HINGE (4) 1/4"-20x5/8" SELF —THREADING SCREWS f T \ �.^(2) —20x5/8" / NYLON R OLLE \ W/ 41/2"STEr 9 TEK SCREWS ALL / END HINGES Q (P/N) 108135 1 ® I ®0 �• f ' o WIDE BODY \ ;'7/16" PUSH NUT AT EACH. HINGE (P/N SEE } ?, •TROLLER (P/N 243341) BILL OF MAT L) LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 CA Z„ OR HINGES U—BAR HINQF RH END HINGE (3) 1/4"-20x7/8" 'TEK SCREWS (P/N 100507) Approved: W.S. Mlson, P.E 3395 ADDISON X. PID&COIA FL 32514 I� FIM93A CEFMF)CATION . NO. 0048489 GEORCLk CCZnFr—AT10N NO. 011519 \ NORTH CAROUNA CERTIFICATION NO. 023W6 Date: i BOTTOM BRACKET (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 15 CA END STILES OPTION CODE.' 0110 1 REV.' ' P 1 WY 16'. x 74' MAX, +27 -29 PSF 1 2 OF 4 U-BAR L OCA BONS 12'-6' THRU 14' HIGH DOORS NOTE: W/ (16) 3 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 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-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN V, I � (2) 1/4"-20x5/8' TEK SCREWS ATTACH AT EACH STILE Approved:, U95,ADISON D.R^PE}i�( RIIDA, Fr y% r�r'��^�/jj�.l��l`''��y/rrn�((''uu�//11��I{yx� !j/^��p^y�8s %, r, =!+—' •,VLVRVv1 �(� rf1�MIN1� MST •f•,y ITV. �(�,: f ii!^jOVtQUt CfFMEiCA110NtNX 02. .6 F • i 0 0 0 0 0 �t �i,�fy� Date':• : -2� ( n; 49 OPTION C'�3�6��F;' �?1�,;; t `' REV P1 WAll 16' x 14' MAX, +27 -29 PSF 3 OF 4 CENTER STILE INTERUMA.TE HINGE L 0CA TIONS `✓ W W V 14' 10, .�G Approved: ORANGE COUNTY QUIMM;tl:"j D I v• w.S. Mson, P.E. 3395 ADDISON OR.. P0r-AWLA. FL 32514 FLORIDA CERTIFIGTION N0. 0048489 CEORCIA COMFTCATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: Q-zB—o( _.. OPTION CODE.' 0110 1 REV. P1 I WM 16' x 14' MAX, 4-27 -29 PSF 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REQUiREN ENT: , 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;�L- Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure .was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp -71° F. PRODUCT DESCRIPTION.• 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom,astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY S1MII.ARJTY• 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 apprgyed;to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questioja�na: Ans� if ,,,GA 18(Q 127). SO, APPROVEaOPTIONS I f i r V. =,'r Based oner tcs b uAN* fi Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. i:"Narrte: ". = � � t_ G E � r, ,' "442i W.S. Wilson L�-•~n (oz �eeC P*A-i 3395 Add'ison.f3r�eii�a COZ,'.Fl, _75f4♦Florida Cert I�f&�,�tf�t 8 , V%r�,x,. Georeia CcrtNo. UY8 �1�;;.�• ' u 0 Lo CV in r•I rn CV c z a o. C't . wagne. Whom MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA %ION 0109 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL SCC # MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 .ASTM E330). MASTER PLAN � 13 GA HORIZ ANGLE ' I 0 .054" HORIZ TRACK �, , I 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. I (2) 1/4-20x9/16" ° 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. I 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A •MINIMUM YIELD OF 57 KSI. 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF THE ,BOTTOM SECTION. S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 5� W.S. Wilson, P.E 3395 ADDISON DR., PENSACO" FL 32514. FLORIDA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: 44-2 8 ,0I OP 71ON CODE 0108 1 REV- P 1 DRILL .281 OR 9/32"m HOLE IN TRACK FOR 1 J8-US BRACKET ATTACHMENT I (1) J8-US BRACKET LOCATED AT EACH ROLLER LOCATION tali EXCEPT TOP BRACKET ROLLER(P/N 125139). LAG SCREW AT EACH J8-USBRACKET 054" VERT TRACK J HI i/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB-US BRACKET • WM 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRACK, END HINGE TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET — (P/N 108077) (5) 1/4-2Ox5/8"— TEK SCREWS (P/N 141668) SCC # 0 -�� MASMRI j I � I . 14 GA WIDE BODY HINGE i (4) 1/4-2Ox5/8" SELF —THREADING SCREWS (P/N •100320) (2) 1/4-204/8" TEK SCREWS • p ALL END HINGES 60. •Q' 3" 20 GA °O• U—BAR WIDE BODY HINGE iw\—(P/N SEE BILL OF MAIL) NYLON ROLLER (P/N 270791)—\: ' BOTTOM BRACKET (P/N RH-270354 �' — & LH-270355) (3) 1/4-20x7/8" •� TEK SCREWS (P/N 100507 \ Approved: WS. Wtaon, PZ 3395 AOOWN OR, Pe&COLA. FL 32514 FLOR10A C£RUZAT10N•N0. OOQ489 GEORGIA CERi1F1CA110N N0. 018519 NORTH CMUNA CFRTIFICATION NO. M3WS Date: 4 --28 -o/ —ii-1 /2" . (20 GA CENTER 16 GA ENO STILES STILES) OPTION CODE. 0108 REV. Pi WM 9' x 14 ' MAX 44 PSF 2 OF 4 U—BAR L OCA TIONS w NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 'v PV. I 5'—b"`^ Fi U 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN " 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS. LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: Ws wilmn, Pi 3395 ADDISON DR, PETlSA=" FL 32514 FLORIDA CETt11MTION NO. 004W9 GEORGU CERMCA710N NO. 016519 NORTH CAROUNA CMnnCA110N NO. OMM6 Date: if ,z e - 01 OP 77ON CODE.• 0108 1 RFV P 1 I WM 9' x 14 ' MAX 44 PSF I 3 OF 4 .N1 Wind Load Test Report Report # 0108P 1 A&TEST REOUIREMENT: February 1, 2001 re 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 thedremoved 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: January 25, 2001. Temp 64' F. • .tODUCT DESCRIPTION• 1. Wayne -Mark Model 8000, 9x7, 4 section. Soo _ " 2. Exterior skin has minimum of .0175. The minimum !91'` yield stress is 33 KSI. A S-T Gp PLAN 3. Standard bottom astragal and retainer. p C i 4. 2" nylon roller w;th 5" stems. �V 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _ APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests a uivale t. Aluminum Louvers and Styrene Windo.w Frame Assembly per test number 020501. Ame: W.S. Wilson, P.E. 28 01 3395 Addison Dr.,.Pensacola, FL 32514 _.. Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 C z-11 w rI rn CV 0 z wayne B lton . MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD SPECIF/CA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'=0" MAX HEIGHT POS. 27 PSF SCC # �� . MAXIMUM SECTION WIDTH 21" 00(Q NEG. 29 PSF i WI;51z� 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. r Approved: W.S. Wilson, P.E. 3395 AOOISON OR., PENSACOLA, FL 32514. FLORIOA CERTIFICATION NO. 0016469 GEORGIA CERTIFICATION No. O16519 NORTH CAR011MA CERTIFICATION NO. 023636 Date: f-28-of 067" HORIZ 1 (2) 1/4"-20x9 TRACK BOLT 8 1/4"-20 HEX 5/16"xi -5/8" L SCREW AT EA JB-US BRAD DRILL .281 OR 9/3: HOLE IN TRACK F JB-US BRAC8 .ATTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH J8—US BRACKET (1) J8—US BRACKf LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT TC SECTIO 067" VERT TRA (1) JB-US BRACKET LOCATI AT EACH ROLLER LOCATH EXCEPT TOP BRACKET ROLLI (P/N 125135 OR 77ON CODE- 0110 I REV. P 1. I WM 16 ' x 14 ' MAX, f 27 -2' PSF I. 1 OF 4 TRACK END HINGE TOP BRACKET RSOUIRSV�NTS SCC • MASTER PLAN � 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE I ® 1 (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS \ (2) 1/4"-20x5/8" \ 2 NYLON ROLLER W/ 4 1/2" STEM / ® TEK SCREWS ALL / END HINGES ®Q (P/N) 108135 i 0 `• WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 24-3341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH FND HIN .F RH ENO HINGE (3) 1/4"-2Ox7/8" TEK SCREWS (P/N 100507) .•T'—•lam . Approved: W 5 mmn, P.E. 3395 ADDISON DR.. PE?ISACOLA. FL 32514 Ih FLORIDA CERTISCATION NO. OG48489 `I GEORGIA CERTIACATION NO. 018519 NORTH CAROUNA CERTInCATION NO. 023US Date: 4•-2 9 - o 1, 10 ��0►� 11 /2" L 20 GA CENTER STILES ® BOTTOM BRACKET\\_16 GA END STILES (P/N RH-270354 & LH-270355) OPTION CODE 0170 1 REV. P1 I {NM 16' x 14' MAX, *27 -29 PSF 2 OF 4 U-BAR L OCA TIONS NOTE 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN SCC MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS' W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN l I (2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Pll=n, P.E. 3395 ADDISON DR_ PeCACOLA• FL 32514 FLORIDA COMF1CAT10N. NO. 0048489 GEORGI CEMICAT10N NO. 018519 NORM CWUNA CERIIFlCATION NO. 02383B Date: OP noN cooE 0110 1 REV. Pi I WM 16, x 14, MAX, f27 —29 osF 3 OF 4 M CENTER STILE & INTERMEDIA TE HINGE LOCATIONS , iti QTPR PLAN M� -9 �--41 - - �✓ V V 15' 14' 06 Approved: wS Wtl=n. P.L 3395 ADDISON OR- PENSACOLA. FL 32514 FLORIDA CEiMMAT10N NO. 0048489 CEORCIA CE MXA' 10N NO. 018519 NORTH CAROLINA CERTiMTION NO. OZ 36 Date: F- z B -01 _.- OPTION CODE 0110 1 RE-V- P 1 ' I WM 16 ' x 14 ' MAX, f 27 - 29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 ®TEST REOUIREN4ENT: 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 t pressure of 29.3 PSF or greater. The m1.10mum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71° F. 'RODUCT DESCRIPTION: S C C 1. WayneMark.Model 8000, 160, 4 section. MASTER PLAN A' 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LA V 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 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 SlIy LARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based ono er test b ' uivat . Ahuninum Louvers and Styrene Window Frame Assembly per test number 020501. Name: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Georgia Cert No. 018519 Mister Fife #7 , Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two-(2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: Agency Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialanfic, City of Indian.Harbour, City of Lake, County of Lake Mary, City of Leesburg, City of Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 Initials/Date SN 3/26/02 RJ 4/05/02 SS 3/26/02 A enc Melbourne, City of Mt. Dora, City of Orange, County of 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 Initials/Date ACP * 3/1'5/02 LP 3/26/02 1EWED CI- Y OF SANFORD Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 A A A A -CAULK TOP ,OF MULL #10 •X 3/4": SCREW ! WINDOW JAM 5/8•" - - la3 MULLION XFLA-26-1) Ix4 MULLION �XFLA—$9) WINDOW 5/e" JAMB #10 x 3/4" TEX SCREW —� 'ti1;E CHART FOR FASTENERS FLA--45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MUIUON XFLA-26—i) lx4 MULLION (XFLA-39) WINDOW SELL CAULK BOTTOM B,®.A.F. OF MULL a c� y _ PRECASTED 3 "MIN. ACTuRER NAME: 4 SILL _ ItiL�RA�►i�FX 0 D t> D p �D.t> . 3/4"MAX MASTER FILE # '� RA; 1 .1 IF D p p SEE CHART FOR D FASTENERS- D • NOTES: 'a 1) ALL8063�� EXTRUSIONS' AREOR ALLAY 8083 TB, CHARLES A 'PA ESN, �.B 2) ON gNTHERE: IS ONE AC ANGLE LEG. TAPCON ((I/40' X 1 THE TApCON SHALL BE t FL REG. ENG.. # 49121 PLACED ON MULLION CLIP CENTERLINE. DATE: 3/21/02 3) CONCRETE COMPRESSM STRENGTH o d 2 - 3.000 PSI ' AT 2(1 DAYS. NORAMEX PAGE- 30 NOTES: 1) ALL ALI OR 600 2) WHEN 1 ON EAC PLACED 3), CONCRE AT 28 1 CHARLFS , FL RM DATE 0-0 DW SILL SH HEAD DW SILL a i 0 � S• z IH HEAD e E NORANDEX PAGE 24 a I AtApWACTMER NAM.- (2) 110 x' 1-3/4` PH-SMS INTO 2 x OR 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCI( (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #1() x 1-3/4' FH-SMS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. ... rn (2) 010 = 1 3/4" PH -SUS EM 2 BY /l.� BUCK WITH 1-1/2' MIN. EMBEDMENT. vr SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK S7EE1I0• RPU• do 60.0 D.P... OPTIONAL 2 BY WOOD BUCK No, or No. OF ANCNORa ANCHORS NBAAD a �1A11a sD 147.9 80' 48 - 46 a (4) 24 a O2.a' 46 4g 1e B Ib2.7a0' 57.5 67.6 24 B IILS7a' B0' (9) 57.5 a7.b Is e 7Ss' S7.a . 57.5 le e � 90' 5a.7 ae.7 21) eSe2b (Ca) 88.9 0se l0 9 201' Br' 45 45 so e to 147,s76• (�) 43 4b 24 10 eo a' to IB IO 1b276r 41►o 18.0 10 'TI6" oe' (3) ass asaIs to �825 5s4 65.4 IB 10 Iw Ye' ala 5C5 20 ID Is. 64.5 a1,e 10 10 Ho/ 1N PARSIRffiI9 R7DICATSy PANEL WIDTH 5= IN MT. RTVVI ocmro SHIM As RUIREDJL, TYP. JAMBSE( WO OD SHDd (EQSHOWN OR MUDD TRACK AS� . REQUIRED I BY 2 BY (2) 3/16-0 x 2-1/4' TAPCON 0@ MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. �• NOTES: 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/4". 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 8083-T6• n a OR TB WITH TYPICAL '.WALL THICKNESS OF .0 M WINDOW .62" .4 3 USE BIGH QUALITY-CAULIK ANG 43 GLASS THICKNESS BASED TABLE E1300 GLASS E. CHARTS, AND MAY VARY DEPENDING -ON SIZE. 6) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPIlCABLS'LOCAL LAWS, BUILDING CODES. ORDINANCES • OR' OTHER SAFETY DEADER AND SILL, SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITEBUILDING OR CONTRACTOR. CT, TYP. 1 B 7ONCRETEO WNER ) CC RMIV6 STRENGTH a 3,000 PS[ BUCK AT 28 DAYS. ON 1/4" SHIM --j MAX CK i X X It PANTS. PANEL 1� m-+ L 4 (2BY2)�ca l027A=m l(PR1ED GLASa GLASS Door (� w INALYSL4 CHAHi Na OP No: OP Q N N AGC iY DP3P CHORE ANCHORS (� i POSMVE HIMATME � a >;W h A ea.7 8a.4 24 6e.7 e0.1 I0 BST 77.4 44 BST It O v, BSe BS7 8.16 Ie 9 O 20 eS7 7S8 10 e0 is % so Bo e0 10cl)) a0 A4 BO 60 l0 10 '� •86.9 86.9 24 10 e47 71.9 le 10 C Ba.7 738 19 10 eb.0 ea.0 20 00.? e6.2 l0 (2) 3/16"0 x 2-3/4` IO 10 O 4 y •to k u TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. SEE N Z C ¢ s ELEVATION FOR ANCHOR SPACING. aS� ba �- d� WN GI� y b aIxi /%/ .� �`JL/0 XXPANEL PANEL PANELANEL u 4"lrm �T{ NORANDEX PAGE 23 (2). #10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/16•b : 2-3{4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4 MIN. EMBEDMENT INTO MASONRY. SEE ELBVATION FOR ANCHOR SPACING. PANEL SIZE 3/16" TEMPERED GLASS ai O ' d (2) �10 z 1-3/4' PH-SMS INTO 2 z BUCK ` SEE ELEVATION FOR ANCHOR SPACING. INCHES NO. DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME _ q 1.4 HEAD AND SILL JAMB to.� q WIDTH/HEIGHT EXTERNAL INTERNAL 3a XXX XXXX ��ia x 591/2" 53.3 55.8 ' 10 16 C51 g51V c] 36 3ie- $ 591/2 " 49.8 49.8 12 . 18 18 6 22 6 ti h o. 30 �i6° x .791/2 " 36 �6" " 49.7 49.7 10 18 20 8 A OPTIONAL x 791/2 .. 45 45 12.- 18 22 8 ti 2 BY WOOD BUCK (2) /10 : t 9/4' PH-SMS INTO 2 BY BUCK SERIES 600 ALUMINUM'SLH1iN.. GLASS DOOR ASTENER CHART OPERABLE PANELS L WITH 1-1/2' MIN. EMBEDMENT. SEXFOR ANCHOR SPACING. to c ° h 3 {y b �t z 2-3/4" QNI*•' nOMA B.Q.A.F.. TAPCON OR MIAMIDADE APPROVED C.S.{9 rT,, �2 11bOD BUCK CAI SIZE WIDTR---"-1"AMUM NAM: t z WOOD BUCK SEE ELE AXON FOR SHIM .AS outT?D TYP. HORIZONTAL SECTION WOOD SHIM gSHO 1/4� SHIM OR MUDD TRACK REQUIRED I BY 2 BY BUCK - MAX 0 (2) 9/1670 z 2-1/4- TAPCON OR - - MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. m .an.ms see.mr NOTES. Tr 1 SHHd AS REQUIRED, MAX SHJU STACK 1/4'. A 2; ALL ALUMAfUM EXTRUSIONS ARE ALLOY 6063-T5 d 3 OR T6 -WITH. TYPICAL WALL THICKNESS OF 0:62" a B I a USE HIGH .QUALM CAULK BEHIND WINDOW'FLANGE. a d 4; GLASS 'THICKNESS BASED ON TABLE E1300' GLASS X X X X X X CHARTS. AND MAY VARY DEPENDING ON SIZE PAN PANEL PANEL PANEL PANEL PANEL 6) THE RESPONSIBILITY FOR•SELF b ' '• CTION .OF -NQRANDEX . • . .°;' , PRODUCTS T0- MEET ANY APPLICABLE IiOCAL.109, BUILDING CODES..'QRDIMANCES OR''OTHRR SAFETY- REQUIREMENTS REST'SOLELY WITH THE.ARCHTTECT, HEADER AND SILL SECTION �// • mT� znj Z'�• 1 BY BUCK e) corRlc ING co asssnlesrRFNc a s:000 PSI AT 28 DAYS. ,-I 't- ow.y_l (2BY2) ram. F �n (4BY2)�cu 6tCrxtroM 'ACING. 1 � •� G, N 0 ,1 w o �n� Vj �.1 0 a 0 li w NORANDEX PAGE 22 r _ # 10 X 1-3/4' P.H. S.M.S W/I-1/2" MIN.- EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. W/1-1/21 MIN. ` EMBEDMENT. NOTES: SEE ELEVATION FOR 1) :SHIM AS .ANCHOR SPACING. 2) ALL ALU OR:": 3) USE :HIC 4 - GLASS-9 CHARTS; 5) Qi PRODIIC BURZINI ago �BUQ,D( 6) NOUIM TE •. HEAD' Al Q �j p ALT. FIN ATTACHMENT UNDER SHEATHING p CENTRAL FL0MA Wi :A_F. MAnUAtIMM NAME: oR4A1Z,t,r WOOD FRAME MASTER FILE # 3 N W 10 Ol X 1-3/4- P.H. S.1LS_ / /2' MIN. EMBEDMENT SEE -ELEVATION FOR ANCHOR SPACING. MAX SHIM STACK 1/4". 2USIONS ARE ALLOY (3063—T5 cL. •WALL{ THICKNESS OF 0.62` . Ci I Lt (BEHIND WINDOW FLANGE )ASED ON. TABLE E3300 GLASS VARY DEPENDING ON SIZE t.;.OR SEl&tON OF NORANDEX ANY. :APPLICABLE LOCAL LAWS, rtDINAN¢ES OR OTHER SAFETY T. =IEL.Y WITH THE ARCHITECT, 1"CONTRACTOR. PHAT qljAL.FASTENERS AT U IO X 1-3/4" P.H. S.M.S. W/1-1/2' MM. EMmEDMENT SEE'. ELEVATION. FOR ANCHOR SPACING. sG MAX (TOP AND BOTTOM) CHARL&%d E E: FL REG: `•ENG:. � 49121 DATE:.. 3%Q7/OZ•' W IONS WINDOW FASTENER. SCHEDULE 140. ANCHORS- NO. JAMB HEAD/SILL �� S8 35 45 60 35 45 60 y q 1'S PS PSF PSF PSF PSF ( 2 2 2 2• 2 2 2. W.. 25" 2 3 3' 2 2 C7 2 3 2 4' 2• r 2 2 2 Huai '-1/4 3 2. 3 3 3 3 — —3 w _ 3 3 4• 3 3 3 M E 2 2 2 20 20 3 9 9 3 9 3 CIO) 3 .3• 3 3 3 '� 3 3 4• 9 33 62` 2 �• 2 20 •2• 3 4 4 4 4 o 2 y �.� to 0 _2 _3 3• 4 4' 4 2 2 2 2• 2• 3 4 5 41 b' .3• 3 4 5 R _3 3 4• '3- 4 5 6 ' •a tut um vm_ DETAn-'C �DXTAIIrB /�// NORANDEX it PAGE 10 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. � U �v U .750 TYP ■ 10 X 1-3/4' P-H. S.M.S. I4/1--1/2' WIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI -- . . ACTURER NAM: ALT. FIN ATTACHMENT j10 X 1-3/ ' P.H. e ERT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACRIG.�, 1/4' MAX — SHIM (BOTH TYP. JAMB SECTION ap*�. WOOD FRAME NOTES: 1) SHIM AS REQUIRED,. MAX SIUM STACK 1/4'. 2 ALL AL WITH T HIM ARE ALLOY 6063-75 OR R WITH TYPICAL WALL THICKNESS OF 0.62' . 3) USS'AICH •.QUAlXY'.CAULK;BEHBfD WINDOW FLANGE. 4GLASS THICKNESS...BASED'ON TABLE E1300 CLASS ® CHARTS, AND° MAY'AARY DEPENDING ON SIZE. I ANCHOR SPACING. 5) THE'•RESPONSIBIL-ITY .FOR'SELECi70N OF.'NORANDEX .PRODUCTS"TO -MEET ANY APPLICABLE LOCAL LAWS,BUU— REq INUIR REST SOANCES OR OTHER SAFETY LELYY WITH THE ARCHITECT, HEADER AND SILL SECTION BUUZlNG:'OWIIER- qR CONTRACTOR. CHARLES A. PA • IP.& • 6) NOTE • ;INDICATES ?THAT.'SQUAL FASTENERS AT . WOOD -FRAME FL REG. ENG. y,4912L HEAD AND' SILL ARE REQUIRED. DATE: 3/27/02 JJJ 2.437 $ 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT MUBLE SEE ELEVATION FOR TTP. T Ir M ' SASHy DETAHrB • I NORANDEX PAGE 21 a 3 18' TAPCON WITH A 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. -_ O■ # 10 F.H. S. M.S. W/1-1/2" MIN. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. as REQUIRED. MAX SHIM STACK 1/4`. 2 ALL ALUMINUM 'EXTRUSIONS ARE ALLAY 6063-T5 n 3 OR TB WITH TYPICAL WAIT, THICKNESS OF O.B2" , USE HIGH QUALITY CAULK BEHIND WINDOW d FLANGE. 4 GLASS THICKNESS BASED ON TABLE 0 GLASS CHARTS, AND MAY VARY DEPENDIt ON�SIZE IRESPONSIBILITY 5) THE: FOR SBLECITOW-073ORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODM >ORIIINANCE3 OR:':OTHER SAFETY REQUIREMENTS%REST'SOL•ELY WITH THE ARCHITECT;. BUILDING OWNER -OR CONTRACTOR . 6) A PRESSURE TREATED: WOODENFB_UCX:OR MARBLE SILL SHALL BE :ADDED " UNDER' THE. PRODUCT TO FULLY SUPPORT 'UNIT.. ,THIS. !SUPPORT SHALL BE FIRMLY ATTACHED" INTO M SONARY'AND °1 SUPPORT THE PRODUCT OVER ITS FULL LENGTH' (SUPPIIID BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- ALT. HEADER SECTION AT 28 DAYS. 3.000 PSI 8) NOTE • INDICATES THAT IF L FASTENERS AT Tn'• 2 BY BUCK SAO" TAPCON ��*�B.O.A.F.. A+s NUFA NAWF/ MIN. -EMBEDMENT N. EMBEDMENT - Al DQ4M& 1, (SEE ELEVATION FOR ANCHOR SPACING) MASTER F" # a - d I CALL SIZE W[DTH . I BY BUCK 2 BY BUCK 1/4" SHI MAX (BOTH SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK TYP. JAMB SECTION 1 'BY 2--By BUCK CHARL ES A 'P P E FL REG. LNG, #,49121 DATE: 12/1S/01 ® 10 F.H. S. M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MI O DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0. ANCHORS Wmm HEIGHT HEAD/SILL JAMB (INCHES) (INCHES) NOTE S5-0 6PSF 4-0P PF 19-1/B 2 20_ .2_ 2 28-1 2' 26' 2 2• 2 _ 2 37' 2 _ 3•_ 2 2 53-1 8" 3 _ 3• 2 _ 2 108" 2 2• Z 3 2 _ — 2' 2 — 3 2 3•— 4.— 2 — 3 18-1/8` 2 2. 3 3 26-1 2 5D-5/8" 2 2• 3 — 3 37" _ 2 _ 3i 3 — s 53-1 8" 3 19-1/8' 2 2• 3 4 28=1 2 63' 2 — 2•— — 3 — — 4 I— __4 53—L 8" 3 7 4 19-1/8" 2 28_ 76-3/4• 2 2•_ 3_ 4. 37_ 2 _ 3 _ 4 53-1 8" _30 Lui mvr Omni f u' as ETAIL-A OF DETAIL-C y DETAIL -B k R 0 bi J 4�1)f '� e. ti v 515 � o y� vV4 NORANDEX PAGE 9 ®U. 1 1/4 UM. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1. SEE NOTE 6 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SP-Ariwr, _ • NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR 3 USE a WITH HUTAYPICAL WALL THICKNESS OF 0.62- OW . 4; GLASS THICKNESS BASED ON. TABLE LITY CAULK BEHIND E1E1300 GLASS B CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBQdW TOR SELF,MON OF NORANDEX .PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY .WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FIRMY.9UPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER 19S FULL LENGTH (SUPPLIED BY OTHERS), 7) CONCRETE COMPRESSIVE STRENGTH o 3 000 P 26 DAYS SI ALT. HEADER SECTION TYP. 2 BY BUCK CENTRAL FLoRMA B 3/16' TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a d I D •O.A.F. �A�ER NAME: 0 SIZE WIDTH I1 G [IBY BUCK © '77 2 BY BUCK °� TYR JAMB' SECTION 1/4I 1 BY . 2 .BY BUCK MAX (BOTH JAMBS) $ 10 F.H. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CHARL.ES A. ' PAG P. I. FL REG. ENG: 9' 40121 DATE: 3/21/02 u.x m+rt rmrrp rn arm WAX c� A ---DETAII. C SASH //�/ DETAIIrB I M I A M I -DADS MIAMI-DAD E COUNTY- FLORIDA ® METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prcmdor Entry Systems 911 E. Jefct•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE -COMPLIANCE OFFICE ME-1110-UADE 1'1.AGI•.iilt 140 WIEST FLAGWR S•1'1t1Eli I', SIl1•Il: MIAMI, FLCJUDA 33130-1563 (305) 375-29U I FAX (3U5) 375-3903 CON71L1C:-1.Ort 1.1C1.\til�C til:Cl'IC)� (305) 375.2 527 F:I.N (t05) 375.255s caxrlL�c-rc)1t t:.�Fc)tu•F:a11�:.� r w�•tsic)� (30) FAQ (305) 375-29(is 1?uoi ur cx)yi'ftOl, l)21 ltilU\ Your application for Notice of Acceptance (NOA) of (3u3) 375.3903 FA\ (3U5) 372.6131• Entergy•G-8 S-N1'/E Inswing Opaque Double w/sidelites ResicJccltial Insulated Steel Dow - under Chapter 8 of the Code of Miami -Dade County govcrnin the use ol'Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads; County Building Code Compliance Offce.(B000) Linder the conditions specified herein. This NOA 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 quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of sucli'product:or material immediately. BCCO,reserves [lid right to revoke this approval; if it is determined by BCCO than this product or material fails to meet the requirements of the South Florida Building Code. Tile expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 EXPIRES: 04/02/2006 ItauI Koariguca Chief Product Control Division THIS 1S THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CO N D I -I jaLa BUILDING CODE &TRODucr REVIEW COMMITTEE This application for Product Approval has been reviewed by.tile BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under tile- conditions set forth above. APPROVED: 06/05/2001 911� 4_2z�;� Francisco J. Quintonn, R.A. Director N iami-Dnde County Building Code Coniplimice Office 11s0450001\pc200011templ2teslnotice acceptance cover page.dot Internet mail aQdr(sx:'Ilostm:tstcr~a buildinl;cociconlinc.com liunupa;;c: ht[pa/��•��•��•.buildintico(Jconli'nc.com Premdor Ehtry Svstems ACCEPTANCE No.: 01-0314.24 'APPROVED JUN 0.5 2001 EXPIRES 'April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIO,\S I. SCOPE I.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure rcquircmcnis, as determined by SFBC Chaptcr ?3. do not exceed the Design Pressure Rating values indicated in the approvcd drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enterav 6-8 S-1•V/E Inswinb 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-CN1'-1, Sheets. 1 through 6 of 6, titled "Ptcmdor (Entergy Brand) Double Door with Sidclites in 'Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,•dated 7/29/97 with revision C d:itcd 01/11 00, bearing the Miami -Dade County Product- Control approval stamp with the Notice of Acceptance number'and•approval date by the Miami -Dade County.Product Control Division.. These documents shall hereinafter be referred to as the approvcd drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiorIs of pair of doors and.singlc door only, as sho%vn in approved drawings. Single door units shall indlu.dc all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations 'protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than-46 degrees. Unless unit is installed in non-liabitablc areas where the unit and the area arc designed to accept water'infiliration.' 4. INSTALLATION 4.1 The residential insulated steel door and its components shall.be installed in strict compliance tiN.-ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protcction systeni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". '6. BUILDING PERMIT REQUIREMENT'S 6.1 Application for building permit shall bd accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O icial or tl�c South Florici:i,�3ttilditig Code (SFBC) in order to properly evaluate the installation o 11 s stem. Manucl crcz, P.E. Product Con xamincr Product ntroI Division 2 Premdor Entry Systems ACCEPTANCE N*O* .: 01-0314.24 APPROVED JUN O 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1, Rcncwal of this Acceptance (approval) shall be considered after a renewal application has been Clod and the original submitted documentation, including test supporting data., engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally appnovcd. :c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'corrcct installation of the product. ally prepared, signed and scaled the required documentation initially d. The. cnginccr who origin submitted, is no longer practicing the engineering profession. 4. Any revision or change in tiic materials, use, and/or manufacture of the product or. Process shall automatically be cause for tcrrnination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and granted by this 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. 'tile Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displaycd in advertising litcmturc. lfany portion of the Notice of Acccptancc is displayed, then it shnll-bc done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection at* the job site at all time. The engineer needs not-rescal the copies. S.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Noticc of Acceptance consists of p:igcs 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manucl crez, PK:E., Product ConLro - . imincr Produc Control Division 3 PREMDOR (ENTERGY BRAND_) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES' WITH A BUMPER THRESHOLD (INSWING) 110 1/e' NAx , ? MA%1• 71' D ItV KAK 1/r • r 10w0 sunD �Aa • MAX AAr �• at Acts aA�NAX 7 halt6C. 1! I]' DNAJC MAX MAX MAX lIA7: IIAx MAX NAX .. 17I, O.C. SPACING /I "x11 11 / 111 ID 17 In- moillle' OL saAcrMc j 17 1. MAX Ot SPACING17 IB• MAX MC. SIACING j0•� rAv,I J , TCID Di m a i w atla[ Juu ro 4 qr LOCK 11 A ee• 64, MAX D1.0 00 1 /16• A yr AaIMA CMRfXI MAX 6L MAx Is• De�1S• MAX oe MAX ls•MGels• oe_ AX MAX Is• De,,,,�Is• MAX aeJ MA% ' • 1. MAIL 7' MAx � Nnx r _ill1 Va• at Al�[S sa AOts a ATTACH ASTRAGAL THROW BOLT 18 It i' LONG STRIKE PLATE TO THE HEADER IN ALL REHAINiNG AND THRESHOLD WITH SID It l 3/4' HOLES FLATHEAD SCREWS' NOTES, IJ V0p0 BUCKS BY OTHERS. MUST BE ANCHORED - eB x t 7/<•• LONG PROPERL•Y,..TO'.TRANSFER. LOAUS TO.THE.STRUCTURE. FLATHEAD SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO DUALIFT THE F13LLOVING INSTALLATIONS. Lx INSVING R.H. INSIING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE �' DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPe rni oAsccv�:,ur Tau. r. e STRUCTURAL•VOOD BUCK C. MASONRY OR CONCRETE CONSTRUCTION VHERE SOUTHn�q NGCODE JUp C .,sl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE vwRE VATER wiLTRArmN WERE VATER TNFiLTRAMON Br OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL REDUIREXEMI IS NQDED a REwwjE.Nr IS NOT NEEDED ONE BY VOOD SUCK. x +n.oa CONTROLZOMSroH 3. ALL ANCHORING SCREWS TO BE SID WITH x _ sunor.,CDOsc_:PUA,cEoc�. MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCE mo. DI • V 31 K. r-ti OR 3/16' PFH TAPCONS WITH 1 1/2• MINIMUM EMBEDMENT i UNITS, SMALL BE INSTALLED ONLY AT LOCArTM PROTECTED BY A' CANOPY OR INTO MASONRY. OVERHANG SU31 Doi 91 ANGLE BEivEEN TILE EDGE OF CANOPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO•SiLL IS LESS TWIN 45 DEGREES. UNLESS UNIT iS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND imE AREA ARE DESIGNED TD 9. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VAiER DFILTRARON. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c aAa MMIT )111= IIONS ,ro 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SiDE ��pppprflxDSI1D1[1� Rt &I'll { �I JAMBS AND SIDELITES. UTD6 I A6' RIN AD0 al1;a'IX0/ mPIEAMIUM wVt, 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE v u CORNERS ARE COPED AND BUTT JOINED. - 8. HORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST PREy� �+ N M IiHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF G.B TO 1.2 NIL ''I 029-EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX WATER -BASED/ 1r� IR :551HEET 1 OF S VATER-REDUCIBLE WHITE PRIMER ViTH A DRY FILM THICKNESS OF U TO 1.2 NIL. flyn trill INTERIOR t 9/16' .INSWING GLAZING DETAIL SWRVIR VRJ.MRS M ERIERVIR GRADE LATEX CAULK EXTERWR ;a DIIERIDR 112' GLASS BITE 9 1/6- ILMP ED CLASS OTHER CONFIGURATIONS APPROVWASCMAK INGWMitffi SOUTH RL B mmm Com B7 DMSBDN C EC.WJJ tMonICE ACCE M-mko 01-031y, zy 1-1029-EV-I MT2or6 r Mwu C 1/4' SHIM MAX r- 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX t SECTION B'-B 2 BY WOOD BUCK 11 MA I LKIALS LIST ITCH 00. O DESCRIPIION PART NUMBER COHNENTS 17 2O VOOD HEAD JAMB COMPRESSION VEATHERSTRIP •EV-14 V_ 1 1/4' X 4 9/16' HTL. TO BE PINE OR (QUIVAL(Nr O ALUMINUM ASTRAGAL SCREEN RAN X A 0 R BRAND OR 4 ALUMINUM -BUMPER THRESHOLD EV-15 PREMpI)R BRAND OR EOEHOOR UIVA EQUIVALENT - i/e 4ALUMINUHI� SIRAG 1 1/ 4.' © TOP CHANNEL EV-08 . PREMDUR BRAND - I it/16' - 20 GA STEEL ] T K 14II 11SIf [U Um B TT ® T A BASF FOAM - DENSITY 2.0 TO 2.5 lbs./f l' 9 OTT ( CHANKL EV-07 PREHDOR BRAND - 111/16'STEEL IO V9QD LOCK BLOCK STRIKE STILE EV-09 _-- 4' X 9 1/2' NIL TO BE PINE OR EOUIVALEN[ 11 HINGE STILE EV-p6 15/16' X.1 II/16' NTL. TO BE PINE OREQUIVALENT 12 LOCK PREP FILLER PLATE EV-OS I5/16' X 1 11/16' HTL. TO BE PINE OR EQUVALENT 1 HINGE EV-10 . PREHOOR•BRAND - .050' THICK- HTL. TO BE POLYEIHYLE 2 14 VOOD HINGE JAMB V-16 MAGER BRAND,HINIZ OR EQUIVALENT - .097 THICK (STET 1 110 x 3/4' FJ(.V.S _ 11/4' X 4 9/16' HTL, TO BE PINE OR EQUIVALENT 16 110 X 2' rH S 14)CREVV.S S PER HI Ng INTO � • 10) SCWVS TT"nxmATIR CE .IANN INTO SIDELITE JARL A' DOVN rgW • 8' OL THEREArTER • 1 =VS THMZ" EACH SIDELITE .MNI INTO ilt[LITL 4• OW feDN EXTERIOR �• "AK I5' IL TICREAr1ER . TL°m VmptFM p DEIN REFER TO ELEVAIBN vIEV. TOR S OF SCREVS USED AND LIXATIONS B 110 X 3/4' FHV S (2) SCREVS PER HINGE INTO JAMD 19 (2) SCREVS AT EACH STRIKE PLATE LOEKSEr KVIKSET BRAND 200 LOCK OR HARLOC RAND 100 V X 1 3/4' ERNS. LOCK (2) SCREVS PER HINGE INTO JAMB ODD SIDELITE JAMEV-19 1 1/4' X 4 9/16' HTL TO BE PINE [Di EQUIVALENT /---�� 22'"X 64'.SINGLE PANEL GLASS EV-20 T ASS N I.OL' rL - DC-1 u - WOL SIDELITE TRIM (VOOD) EV-21 5/16 x 1/2' )4TL. TO BE PINE OR EOUIVALEN VOOD CASING vrr ■ i' HIL T P OR Du1AL NI - 1 Ns N0.0 NGS U 1 EV-EllroN �sloE er s)o[ .uwNr• As e¢iuVnrs VOOD SIDELITE HEAD JAMB Ev-23 11/4' X / 9/16' MIL TO DE PINE OR EQUIVALENT POO ® WOOD SIDELITE BASE EV-24 . 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT ® LYPROPYLENE LITE FRAME -1643. DON HP Polypropylene by ODL • ?16 1 1 1/2' �P.AN HEAD SCREVS 8 PER FRAME a �• ) ArT R SIDELITE STILES EV-26 15/16' X 1 11/16' NTL TO BE PINE OR EQUIVALENT I PIN NAIL 1' LDIG NAIL. 4' IN TRDI W. HAT Ir OL O{qA IM IISTI ON WIDS AR T DOW SILICONE #995 som APPROVM AS CS C0�11gPLWr, TxTH THE 9E oJUn U � er L"sm MMMM CODE CO 'J%W2CE OFRM ACCEPTANCE NO D I-0 31 Y. zY 31-1029-EW-I SHEET 3 OF 6 RUM LEIi(R B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' s I• INTERIOR 79 3/16' MAX 80 11 / 16' � I MAX 2 BY WOO BUCK:./ SECTION C— C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 WiMM ASCoXp(":G %ft 1,M MAU= c*m 1-1029—EW—I SHEET A OF 6 QVIiAIi LET TER p OTHER DOOR-'CONrI� URATIONS W K bwr b�I' r W W P W W' II• r W� r1�' f w rYai i .0 W yw W V W tW NAM I O' W 1 1 w _ rr vrw u Nr ® Lc ntsc D C obe LL o•o�a w u.-w o bIw- ....• e. a i�� r 1 1 1 1 1 1 ® om r W 10 APPi0VE0 AS cmutYvtG xmm mE -- sOUMFtf yelmm4MCDBE Bate ��UU�� BY P T 0lBNISIOH PRI-9U L BUUVIGCODE colirpwyEOFF MIT ACCEPTANCE AD._ 01- Ol t y_, i 4 WAI P. 31-1029-EW-I SHEET 5 OF 6 FCVIfifR will I —I T I I r r1 „ u i nLK BUUK KANLL STYLES 36' r—MAX 179 / 13Cl no BUD 00 D D p p '000 0° ono _MA � X a D D no �� °° DU0 00 ono BLANKK iUP 6-PANEL 4-PANEL 9-PANEL 10-PANEL ID -PANEL 4-PANEL OTHER SIDELITE STYL ES 36� —1 r MAX ' 793 16� SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-500 SL-69A SL-69B 0o Do.oa Qd � _ D 00 DD no Do DD PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-8 ® 013 60� 00 n as ❑❑ no FLUSH 8-PANEL CRUSSBit" O 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV ViSCRULL EYEBROV 5-PANEt 5-PANLL V/SCROLL [7EBRUV B � • SL-69C 'SL-25 SL-35 SL-30D SL-40 SL'90A SL-908 00 op DD Do PO-9 PD-t0 PD-11 P042 PO-13 PD-14 tll K..4 II l II II C Uil' 11 111lain a it u �u�l I m II II I I) 01311 Ong n o a o I OUO DOU PD-35 PD-36 PD-37 PO-38 PO-39 I PD-40 as PD-41 .:•. tIt ��►� illi� di 111 (� IN 1111(!!! 111111 Ilul 111 '111t 111 0 . SL-90C SL-309 SL-30C SL-70 SL-80 PD-15 PO-16 PD-17 • � W rN a z 3 3E i9pl g o u 1 a PD-31 PO-32 PD-33 PD-34 `! 31-1029-EW-1 SHEET 6 OF 6 H so « lfu e MIA,MI-DADE •l1IIAt1II-DADECOUNTY. FLORIDA • .AETRO-DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-enulor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 CD Your application for Notice of Acceptance (NOA) of BUILDINC CODE CONIPLIANCE OFFICE MI77RO-DN)L FI.AOLER IWILD1NO 14.0 IV1iS'r r1.AC'tum SlIZEI-7, SWIT' 1 GU3 MIAMI, FLOlUDA .i3130-15tia- (305) 375-21D I FAX (305) 375-2908 CONTI ,1C'11011 I,I (:1-:NSINC: SliCrl[)N (105)375.25271',L\(1U5)37� SSK CY).\'I'1LlC'rUlt F:NFUIZC:1:\IIC\-I I)l�'I11U\ (3U5)J7S-2')GG t',L\"(.1U5)375•:IUX 11140D M, (:U\ 1.U01.01%.ISION (305) 375.27U2 FAX (305) 372-G1.1�) Enter'gy G-S S-NNVE OutsNl,ing Opaque Single ,v1sidelltes Rcsidcutial Insulated Steel Door under Chapter S of the Code of Miami -Dade. County governing the use of Alternate Materials 'and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Oitice (BCCO) tinder the conditions specified herein. This NOA shall not be valid after the expiration -date stated bclo%v. BCCO reserves the right to secure this product or material at' any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO-may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves Elie right to revoke this .approval, if it is determined by BCCO that this product or material fm ails to meet Elie requireents of the South Florida 'Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul Koar)g6cz Chief Product Control Division THISIS THE COVERSIIEET SEE ADDIT10NAI. PAGES FOR SPECIFIC AiND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW CO\IiNIITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and -Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. -APPROVED: W05/2001 Francisco J. Quintana, R.A. Director .Aiianii-Dade; Count`' I3uilding Code Compliance Ofrice \1:04S000I*20o011templates\nolice acceptance cover page.dot Internet mail address: Oostnutstcr�r builtlinMcucJcortlinc.cunt [tontclta< c; Ittll)://n'lt'1%-.builtlif12C0(lcotllinc.cnnt Premdor Entry Systems ACCEPTANCE No.: 0.1-03I4.21, APPROVED EXPIRES ADril02 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. 11 approves a residential insulated door, as described in Section 2 of Ws'Noti-cc of Acceptance, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami-Dadc 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-NS'/E Outsivin; Opaque Sinbld Residential.Insulated Steel Door with Sidelites- 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, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidclitcs in a Wood- Frames kvitli Bumper Threshold.(Outswing)," prepared by manufacturer, dated*7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance. number and approval date by the Miami -Dade County Product- Control Division. These documcnts shall hereinafter be referred to as [fie approved drawings. 3. LIM.ITATIONS 3.1 This approval applies to. --single unit applications ofsingie door only, -as shown in approved drawings. 4. INSTALLATION •4.1 The residential -insulated steel door and its components shall be installed in strict compliance %%-ith the approved drawings. . 4.2 Hurricane protection system (shu(ters): 4.2.1 Door: the installation of iliis unit Fvill not require a hurricane protcction system. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show tlhe components selected for the proposed installation. .6.1.3 Any other documcnts required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con roI xaminer Product ontrol-Division Premdor Entry Systems ACCEPTANCE No.: 0I43 I4:21 APPROVED JUN 0 5 r-r-4 EXPIRES : _ Aoril'02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The enginedr who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the criginccring profession. 4. Any revision or change in chic materials, -use, and/or manufacture of the product or process small automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fee) and granted by this office. 5. Any of th'c following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory perfomiancc of this product or process. b. Misuse- of this Acccptancc as an endorsement of any product, for sales, advcrtisirig or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. I'f any pdnion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last pale 3. END OF'I HIS ACCEPT NCE Manuel erez, P.E., Product Co tro Examiner Produc 'ntrol-Division 3 rKLM1JUK .. (LN 1 EKL)Y 13HAND) WUOD EDGE SINGLE DOER WITH• SIDELITES IN WOOD FRAME• WITH BUMPER .THRESHOLD (OUTSWING) "Ip /�• IThk 1T4CA1 L sad. �6 1ERNATC� 3/16' P I H 1 1/2' MINIMUM EMBED 00' MAX MAX 4'MAX MAX q• MAX — MAX'MAXr MAX 3' MAXMA15• nax C' 14' Max 3'MAXz 4'IfSE 2 S K NOTEfS LES D( ILL ItlA MAX ' IS' MAX 15' . u• 0 C. MAx 1s, iv X i� MAX 43 1 /16' 15' MAX TOP OF ODOR OF a• t To KVIKSET DCADBOLT NDom 6" wRTrs OR HARLIZ DEADBDLI NDDCL -BLD' 15' MAX 22- x 64' MAX DLO % 5 t/2' Etc. B A 80 i /16' MAX KVDCSCr Lmscsrtl 15' MAX MODEL 0.8DD SERIES ON NARLDC LDCKSCt 1.. D.C. >i MODEL '00 EN MS 15• MAX 0 C. 15'rL:13' r MAJC\ le• 6' AX MA z MAx L...119' Max MAax MA C T IS' i+nx 4 MAX NOfEL 3' MAX ~Q, MAX 3' MAX MAX 3' MAX .J WOOD BUCKS BY OTHERS. MUST DE ANCHORED 4' MAX MAX 4MAX MAX 'ROPERL•Y TO TRANSFER LOADS TD THE STRUCTURE 138 x I. 3/4' F.H.W.S !J THE PRECEDING DRAWINGS ARE INTENDED TO 3) PER SIDE FROM NALIFY •THE FOLLOWING INSTALLATIONS. JAMB INTO THRESHOLD L WOOD FRAME CONSTRUCTION WHERE DWR 1-� %— r TS1EM IS ANCHORED 10'A MINIMUM 1V0 BY VppD V \1 PEN1NFa .-HASONRT' OR CONCRETE CONSTRUCTION WHERE RH OUTSVING UL DUISVING MR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCK MASONRY OR CONCRETE C04FRXT40H WHERE FRL5SUR- RATINGS XR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE ypI Off IRA(ID( yH<R( VA�p DCf`IRAIl01 I� V Y TH OR WITHOUT A NEW-SIRLICTURAL OUIRTICAI II HEI r REOUIR1 B H�71 MEDED VE .BY ALL ANCHORING SCREWS TO BE RID WITH 'NIMUH I I/2' EMBEDMENT INTO WOOD SUBSTRATE x L PFM TAPCIWS 'WITH 1 1/2 MINI" EMBEDMENT MA TO MASONRY. j LHIIS SHALL BE DISIALLED ONLY At LOCATIONS PROIECICD It A CaRSY DR UNIT MUST BE INSTALLED WITH 'MIAMI-DADE C4JNIY OVERHANG SIGH INAI IIC ANCLE BEIVEEN IHE EDGE Or• CANOPY OR MwIG 'PROVED' SHUTTERS TO SILL IS LESS IHAN 45 MCKEI tMCn UNIT IS INSTALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-HABIIABLE AREAS TACRE TIC UN1I AND IJC AREA At GSIGREV TO ' t0 DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER DY@TRAIIOK LATEX SFALANT TO -BE APPLIED AT SIDE BY SIDE ADS AND SIDELRES. DOOR/SIDELITE HEADER, MOR/SIDELITE JANOS, AND SIDEUTE BASE IluAny RNERS ARE COPED AND BUTT .JOINED, ayL MORS SHALL BE PRE-PAIMIEB. WITH A VATCR-BASED EPDXY RUST 118111VE PRIMER PAINT WITH A DRY FILM THICKNESS OF 09 TO 12 NIL. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ FRODUR LHIRT j TER-RCOJCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF D8 TO 12 HIL 10L1=3 APPROVED AS C0J°LYING NIIIi InE SWTH FL r DWLAulo C:.T+2 DA, J(JFJ PRODU TL JTROL DI'.15Wl U BuIL17w LOGE EAJ,IPLLLYLP CFFJCE ACCEdWirPero 01• 103/Y• 2r -1020-EW-G SHEET I OE. 5 srua LTI:r _ 1/2' 'LASS BITE SECTION A -A r---�� ____ GLAZING DETAIL O U I S W I N G OTHER CONFIGURATIONS SHERVIR VIWW BSU4 1Fo� se )/�• 6B )/�• C7IICRIIDt GRADE LA7GI EAUlJC Ic f�'� W rXT"i R I INiCRDR APPW/�(O�p;z Cpq(i�., I.UM i•Aiu THE • s=1''j7 va0 i tTA(A OP/6pT1 MU _ M' tEtWUM9 GLASS 8UAW7G006�COLPIYJKE st MiU ACLFPW.g igdl' 03 l•o. L7MUMM. 1�1020-EN-0 SIECi. [�6OlORt 3/ 4' 80 11/16' MAX EXTERIOR 79 5/16' MAX r- •SECTION B-B 1) Q . . ._.. WOOD HEAD JAMB "I' 1+un°LN. COHH[NIS ZO . COHPRESSIpN WEATHERSTRIP EV-12 1 1/4' X 4 9/16- HTL. f0 BE P(NC OR EDDIypLCNI 1 1/4' 3O 4 WOOD STRIKE JAMB - K R X 0 1 1/4' X 4 9/16' HTL TO BE PINE ALUHI UM -BUMPER THRESHOLD EV-13 IR EQUIVALENT PRENDOR BRAND OR EQUIVALENT 6 TOP C�tEL T EV-05 - I I//' x 4 9116' PREHDOR BRAND - I'll/16' -20 GA STEEL �,— iil T 26 tW7 �DN OAI ai eta rte ntt nR 4tm ° T.VUDD BOITOM CHANNEL BASF rum- DENSITY 2.0 TO 2.5 lbsJfil EV-04 BLOCK EV-OB PREMOOR BRAND - 1 11/16- - 20 GQ STECL 10 STRIKE STILE EV-07 4' X 9 1/2' HTL TO BE PUT[ OR EQUIVALENT 2 11 HIND[ STILE iv-06 15/16' X 1 11/16- HTL Tp BE PIN[ pR COUIVALENF 15116' 12 17 LUCK PREP FILLER,PLAfE EV-09 X 1 11/16' HT L TO BE PINE OR EQUIVALENT PREMOOR BRAND - B50" THICK- Nrt. 14 4'x4' HING[ WOOD HINGE JAMB V-i5 TO BE POLYETHYLENE HALER BRAND HINGE OR EQUIVA[tj4i - D97 THICK (STEEL) IS _ 110 x 3/4' Flit/S. - 1 1/4' X 4 9/16- MTL TO BE PK-EIR IVALENI INTERIOR 16 °lox 2• FHWS. (4) SCREWS PER HINGE INTQ DOOR scRCVS 110✓ialpl CACH SItELIiC,au CIfO S 1p 1 Nny1Nl1 e At NAtt IS' OC T EM OVIER 1� 111. 4• IV,, rRm IB v SIDELITE WOOD STILE EV 07 REFER 10 EUVAt001 VIEW, FIR s Or SCREVS USCG AHD lOCnrlpts 9 68'x 2' FJiVS. 15/16' X 1 11/16' NFL 10 BE PINE OR;EOUIVALENF LGCKSEi (2).$CRCVS Al EACH STRIKE PLATE ® 010 x 1 3/4' rHVS KVIKSEi BRAND 200 LICK OR NARI BRAND 100 LOCK 6t STREWS T1RUlI;I MNIE p INTO SII[lltC JAH D NAx I�OG TN&R IER p, DOW rRQI HP Im B UDC THEREAFTER °M 'M MM SIIELHE J1HIt, 4 IAVN fRpl 1 Or 41 XREVS iHRl1 M EACH MRX MID DOM V WOOD SIDELITE JAMB 22' X 64' SINGLE PANEL GLASS EV-IB .77tlfl 1 'X 4 9/16' MIL. TO BE PINE OR EQUIVALENT SIDELITE TRIM (WOOD) WOOD CASING• EV-19 EV-20 N 0. Y . 5/16 ( 1/2• MT -I , L. r0 BE RINE OR EQUIVALENT _ WOOD SIDELITE HEAD JAHB EV-21 EV-22 �tR i1� ar SIUE �Anes As �� - IriLLMMS WOOD SIDELITE BASE POLYPRUPYLENE 6TE . EV-23 1 1/4' X 4 9/16' HTL rp PINE OR EQUIVALENT 1 1/4' X'4 9/16' Ni L TO BE PIN FRAME 06 X 1 1/.2' PAN HEAD SCREWS PIN NAIL -1647, DDL-2 . E OR EQUIVALENT frP PolyproPYlene by ODL ID PER FRAN[1 O CEEO 14 1 Aft[ DOW SILICONE 4995 4' UM ML, 4' 01 nM M rM it OL. II[RAR[4, 16Eti Q41giQa Alit IRDI llAlli UiIIS BO1[Y, fPJIC B L Ei1R160lb IYifSS BOi Slil OIR N16 B DADS COUNTY TOOIrtCATIUTs. Arw:�7�.r,Laco�inmranlrNe .IQT A DD 0 PAGE 5 (LH1pR ' TONS) lIR OUT6 1 IHTi2jI4 �) PREMOURENTRY SYS EMS NtCtwl - '911 L .uT[emil . 31-1020-EW-0 MMMIllINI' Pllls [z66,� � SHEET 3 OF 6 AcmvwfcE Nq 01-D3I V. a t . • PIVlSIQ1l[IfE4 B 1/4' SHIM MAX 3/4' n \ J �TERIOR I 79MAX16'. 80 11/16' I MAX 2 BY WOOD BUCK SECTION C-C 1 1/4' -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1020-EW-0 SHEET '2 OF 6 DOW SILICONE 4995 uFFAMMOoCOURY cWTH7M SOMFyo� 1 .000i\ �,Uivi IUUr\H I JUJU,� Ili :apLywo VAT" TotE • wV tfiui7lrtlpW �^ a• ruin L,,E �U L IWI' hr DI PR yTnbLOM51WT �I wntL=aM)Ec OFT PII •A.-CEPTi6YCE fto r- o�y=r 37 1/Z• Ilyl P rinx • r rwl ,. Fix 14• I... r 'IINI I IS• nwc �• L OL ubc. o m .4 IT PAZ OL IS• e1K _ OL ' MA we 6' ru►x r rul: a• wllc �• N�71 X T 31-1020-EW-p SHEET 5 OF 6 ct IN ante u I HLK DUUK FANLL STYLES 36 � MAX 00 Dao 0 0 Clau aaa no unu DLA�LIp 6-PANEL -PArgl 9-PANEL 10-PANEL 18-P . ANEI OTHER SIDELITE STYLES 3 0' MAX 79 /16° p M X -• - �— o a SL-10 SL-20 SL-30 SL-60 SL-50 SL-300 SL-69A Sl-69Y , . o0 oQ • ao Qa PD-1 PD-2 PD-3 PD-1 PD-5 PD-6 PO-7 PD-8 I..# Hm Da PD-19 PD-19 PO-20 PD-21 PD-22 PD-23 PO-24 �0I IOU n00 Odd . D � o ono 00 0 o a u fag PO-35 PO-36 PD-37 . PD-38 PD-39 PD-40 PO-41 00 00 00 RIC, goo Q Q o ❑ CLUSN 8-PANEL CRosSBUCK d Q ❑ Q ❑ lZ PANCL 4-PANEL 5-P ?-PANEL 5-P CYCBRIJV 5 PANEL ViSC�XQL CYCM 0 jg� p . SL-69C SL-25 SL-53 SL-JOD SL-10 SL-90A U� oQ oo uo no oQ PO-9 PD-10 PD-II PO-12 PD-IJ 111 I iii I 1 iii O1 rin ./I � � iii 111 fillii 111 0 PD-42 PD-43 PO 43A PD-I3B SL-90H SL-90t; SL-308 { Sl-JOC Sl-JO SL-DD UD QQ o❑ ❑❑ PD-N PO-15 PO-16 PO-17 V N PD it PO-Jz PD-33 PO-34 3 IN YS M S [S667Q 31-1020-EW-0 SHEET 6 OF 6