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136 Crown Colony Way 03-2043 SFR (a)
PERMIT •Uwws tovt� �• CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNEI ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 ELECTRICAL CONTRACTO: MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION PERMIT # 01 ' �Ig DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE O7 d t� z r� ch En CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 136 CROWN COLONY WAY for which permit 03-00002043 has heretofore been issued on 6/10/03 has been completed according to plans and specifications filed in the office of the Building Off..4cial p or to the issuance of said building permit, to wit as _ c� Q o complies with all the building, plumbing, elldctrica zoning and subdivision regulations ordinances of the City of Sanl, ord and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: DATE APPROV DATE BUILDING: - � FIRE: Finaled xokglc_, _(� Inspected ZONING: Inspected UTILITIES: Water Lines In td ap o Meter Set Reclaimed Water ENGINEERING: Drainage 10 a0�o3 Maintenances Bond PUBLIC WORKS: Street Name Signs �a dl1d Storm Sewer 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 Sewer Lines In Sewer Tap Street Paved Street Lights Driveway FEES PAID DATE AMOUNT 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 Yes No PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 136 CROWN COLONY WAY for which permit 03-00002043 has heretofore been issued on 6 10/03 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 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 91.93 12.75 847.00 12.75 1384.00 650.00 1700.00 OWNER B ILDIN ICIAL / EtATE CERTIFCATE OF OCCUPANC REQUEST FOR FINAL, INSPECT] **** SINGLE FAMILY RESIDENCE*** DATE: PERMIT #:c)-�- � ADDRESS: CONTRACTOR: MOQ_rns-, _IJ PHONE #: yd1 — yr-) �J —Q\\ The building division has prepared a Certificate of Occupancy for th �!bove location and is requesting final inspection )y your department. After i)4r inspection, please sign off and date the C. 0. or submit addendum if n as been denied or approved with conditions. Your prompt attention will appreciated. ngineering Public Works _Utilities /0/2%3 cK D. OFire +1 \ P OZoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) lb f u'1o.3�s�o CERTIFCATE OF OCCUPANCY A. J �UPGI �"113 REQUEST FOR FINAL INSPECTION.n **** SINGLE FAMILY RESIDENCE**** DATE.; eel PERMIT ADDRESS: CONTRACTOR: PHONE #: yd1 - yr) t:, The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering OFire 1 P (o/al/a b ublic Works i . �� J^1m6 OZoning Q 6� —iUtilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) • ., 1 I I I 1 I 1 I I 1 O w 1 I I CERTIFCATE OF OCCUPANCY o 1 1 REQUEST FOR FINAL INSPECTION P t; 1 1 ****SINGLE FAMILY RESIDENCE**** = q I 1 i i DATE: \C-3--O '-Z) 1 1 V I c om i c I W � I ►+: + to V � 1 PERMIT #:O'er--LU4 N ADDRESS: CONTRAC' PHONE #: L O`) - W-) t, W v v a Z i L� a a ,; f W W LZ 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. 1Engineering OPublic Works ❑Fire ��P ❑Zoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 4kn NE 12vc. SURVEYORS LowM 300 COUNTY ROAD 427 SOUTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) &30-90&0 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 136 Crown Colony Way Legal Description: Lot 23, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 23. CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). 4n�ain'%k F. Cavone loi�da Uu: �ey.or & Mapper Reg. No. 2005 Lice;lsed business Number 5073 Date Fieldwork Completed 10/10/2003 W.O. # 2003-13992 . FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Impoftft Read the Instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Irrsuranoe Corrrparry 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 136 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 23 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, eta Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( ##° - ##' - ##.##" or ##.#1) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME W. STATE CI'tM Ct)LONY I IMM SEAIIAIOIF FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX 86. FIRM INDEX DATE EFFECTIVEREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C OB45 E 4117195 4H7195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ AS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. 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 oonstnrdion 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, ARIAO Complete Items C3.-a4 below acoording 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 conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on a FIRM? Yes ❑ No X a Top of bottom floor indudin basement or enclosure 1/9 �R(m) (including ) o b) Top of next higher floor o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) _. _ft(m) on E 1 o e) Lowest elevation of machinery and/or equipment w d servicing the building (Describe in a Comments area) _ _ft.(m) E X f) Lowest adjacent (finished) grade (LAG) 4 1 7 ft. m z' 0 o g) Highest adjacent (finished) grade (HAG) _ _ft.(m) d N o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 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 line or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S 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 Infonnation from Sedion A For Insurance Company Use: .� BUILDING STREET ADDRESS (Including Apt, Unit Suite, ardor 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/company, 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.(cm) ❑ 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 _ fL(m) _in.(crm) 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.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if 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 communitys 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 owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAmissued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are coned to the best of my knowledge. PROPERTY OWNERS OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH TELLER ROAD, SURE F ORLANDO FL 32810 SIGNATURE I DATE TELEPHONE 407.475.9112 ❑ 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 completed Section E for a building located in Zone A•(without a FEMAassued or oommunity4ssued 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 pemut 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[MINOL[ IMPACT FEE STATEMENT ISSUED DY CITY OF CANFOKD STATEMENT NUMBER 103-75515 BUILDING PERMI C COUNTY NUMBER: UNIT ADDRESS: lie11 -L���� -----_-------_-----------------_-_--- TRAFrIC Ads JURISDICTION: it; CITYIK� ��� SEC: TW PARCEL�~� �. S\)BDIVISION: /}L���TRACT�___________________ PLAT BOOK: �m/_ PLAT BOOK 1 -;AGEBLOCK: ____ LOT: OWNER NAM[: ADDRESS: =-'�`��� -/.��°��-���=°�^�~�-�^=���^/���-�_-�----/^-^'�"^+�-^_~"`��--�--�----_— APPLICANT NAME: ADDRESS: -------------_iL-------------------------------------------------_- LAND LAND USE CATEGORY: 001 - Single Family Detached House TYPE UU[: Residential WORK DESCRIPTION: Single Family Houses Detached - Construction -------------------------------------------------------------------------------- FEE BENEFIT RATE FEE UNIT PATE PER (� & TYPE TOTAL DUE TY|`E DIST SCHEDULE DESC. UNIT OF UNITS -----------------------------------------------------------------------'------- ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 7()5.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O SCHOOLS CO -WIDE O "ThT[MENT - d0 xl ^���r� RECEIVED BY: ��u _/�.������.��._ (PWASE PRINT NAME) dwl unit $ 54.00 1 $ 54.00 dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE $ 2,285.00 SIGNATURE i-------'- DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *=41 DI3TRIBUTIONx 1-CCUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT., PERSONS ARE ALSO ADVISED THAT ANY RI8HTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRIT7EN REOUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REOUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF 51E COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REOUES7ED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [AST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TOs CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVEMUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. T*ATHIO STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A**X! FAMILY BUILDING PERMIT***Tf*%*T7fTA*Q***** IIIIIIIIIIu1nu11111111uluf>uuuluw111111ituululu11l MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04842 PG 1201 CLERK'S # 2003090859 RECORDED 05/29/2003 0207i15 PM RECORDING FEES 6.09 RECORDED BY L McKinley NOTICE OF COMA4ENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0230 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF. PROPERTY (Legal Description and Street Address) Lot 23 136 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) W Name and Address N/A o Ul Amount of Bond U. c LENDER Ua H W 0 Name and address Bank of America. NA 750 S. Orlando Ave. #102 Winter Park FL 32789 W J M ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Z W = _ U. a ce o Persons within the State of Florida designated by owner upon whom notice or other LU °z Z Z documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. 0 4 IS� O Kamaf Title, 200 W. 1°` St. Sanford FL 32771 Fax: 407 330 5062 Phone: (407) 322-9484. D In addition to himself, Owner designates (Name and address) or v a to 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.) 1� RUSSELL KEINIWIUMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this Aq day of M, 2003. CLk IHEU COPI Notary Public �aF r�o DEBBIE TIME 9 oTnR o My Comm Exp. 4/'SJo5 a aueuc > No. CC 999378 mown I 1 odw I.O. MARYANNE MORSE CLERK OF CIRCUIT COURT EPINOLE COONTY.hORIDA `*FPlgw (;1 FAM MAY 2 9 2003 1 CITY OF SANFORD PERMIT APPLICATION Permit # �� -�O l �1 _1 Date: May 23, 2003 Job Address: 136 crown colony way Description of Work: Single Family Residence 00 Historic District: Zoning: Value of Work: 192:460:00 Sri 854 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage:2.-M p155-0 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0230 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 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. 5/23/03 Signature of 604nt Date Russell Keith Summers Prin wner/Agent's Name 5/23/03 Signatu ota -State of Florida Date ,4'OF Flo DEBBIE TIME NOTARY o My Comm Exp. Z/5/05 PUBLIC No. CC 999378 •-s•' .n. ✓ .own I I Othm I D. 523/03 Si I7.311Dre of ontractor gent Date Russell Keith Summers Print Contractor/Agent's Name QdA. �Ij S/23/03 Signature of Notary -State of Florida Date �oF rto DEBBIE TIME 9 My Comm Exp. Z/5/05 NOTARY v n PUBLIC No. CC 999378 Pus . y Known 1100. I.D. Owner/Agent is _X_ Personally Known to Me or Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID Awk APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 1U `y CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Oa)-dOy Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Marronda Homes Inc., of Florida Address of Job: 1319 lY UW f I CO L N I) W(1 11 , 1(A f rl (1 rt Electrical Contractor: DANIEL G. Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service /-50 3S,oD 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: W. 00 By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. A cant's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number:dZ->" c%04_�s Date: The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: 136 Crown Colony -Way Lot: 23 Panel: 5 Mechanical Contractor: GARY CARMACK Residential -----V—___ Non -Residential Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: O3 = 004-_S Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: __ 136_Crown Colo Warr Lot: 23 Panel__5 Plumbing Contractor: WILLIAM T. SELF Residential: _y _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. J;/&__� ,7 - 1,11 Applicant's Signa r CFC057039 State License Number ALaronda Homes ==j AN EASILY OBSERVABLE BETTER VALOEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p 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: 23 136 Crown Colony Way. RUSSELL KEITH SUMMERS, CRC058496 MARONDA HOMES, 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. ' OWPIZ, DEBBIE TIME My Comm EEV. ?/9 5 CC 999378 NOTARY PUBLIC Vj~ IIOthwI.D. C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc PLOT PLAN for. MARONE TOMES. INC. DESCRIPPON: LOT 23, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 76 thru 76 PUBLIC RECORDS of 5EMINOLE COUNTY, FLORIDA ti LOT 24 �T O ui m W ov 0 co 0 LOT 5 IDYLLWIDGE OF LOCK ARBOR BLOCK' BSECTION 6 PLAT BOOK 21. PAGE 40 NOOO11'46"W 74.10' _ N% -----� G 5'F.E.r----�•---•Ire 4� �- 20' D.E. — — — — — — — — — — — — — — — — , OI tn I I I I 12.00' O O In cm CONCRETE PATIO 4' w OONC 5TO0P 8' I I 50.00' o ov 0� MODEL: GEORGETOWN ' B' r.-1 Z (4-2) BLOCK Lo FINI5HED FLOOR I ELEVATION -48.24 DRAINAGE TYPE: ' A' WITH POOL BATH DOOR 12.10' 112.00' .in CONCRETE DRTi/E O — — — — — — — — — — — — -� i-- �10'U.E./ I 500011460E 74.10' CROWN COLONY WAY 0 tn N 9 1 N Q a 5' 10' 2a GRAPHIC SCALE LOT 22 — - - - - - 500' I VALVE - - - - - — NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOO'11'46 E. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' RATE MAP, THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN REAR: 2 PLANS FOR THE PROJECT. J. BUILDING TIES ARE TO FOUNDATION. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 7.5' THIS STRUCTURE LIES IN ZONE " X '. SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' THIS IS NOT A SURVEY. EFFECTIVE DATE: APRIL 17, 1991 MAP REVISION DATE: LOT 23 CONTAINS (SUBJECT TO CHANGE) 10.003 SQUARE FEET/0.230 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 REFLECT OR SET FORTH ALL SUCH MATTERS SUCH MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY ABBREVI A TIONS/LEGEND: OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. N0.-NUMBER P.T.-PANT OF TANGENCY R,-RADIUS P,1.-PpNT OF INTERS£CT10N CONC-CONCRETE W.f.- WALL EASEMENT F.E.-FENCE EASEMENT L.S-LAND SURVEYOR P R C -PANT OF REVERSE CURVATURE D E -DRAINAGE EASEMENT ARC-ARCDENGTH L.B.-LICENSED BUSINESSRE CENTERLINE A/C -AIR CONDITIONER PAD OR CHBRGFl CHORD BEARING SdUE.PSIDEWK UUNTYSfMENTE N.G uNATURAL(,RMWND DEL TA.. v p (CENTRAL ANGLE) 0 E.-DRAINAGE a UTILITY EASEMENT THIS SURVEY NOT VALID UNLESS EMBOSSED A VONE, INC. FLORIDAHE SIGNATURE AND RAISED SEAL OF A FLORLICENSED SURVEYOR AND YAPPER LAND SURVEYORS AND MAPPERS MLJ 300 SOUTH RONALD REAGAN BOULEVARD / • LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 DOIKNICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR rt MAPPER NUL�BER 2005 FAx No. (407) 339-3636 LICENSED BUSINESS NUMBER 1.8.5073 LOT by NEIL CADD nLE: CROWNCOL23.DWG W.0.2003-5962 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 23 Subdivision: CROWN COLONY Property Address: 136 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: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. O b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). Ox 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. O 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. O h. Square footage table showing footages: Garages/Carports 433 S.F. Porch (s)/ Entry(s) S.F. Patio(s) S.F. Conditioned structure 2,09S S.F. Total (Gross Area) 2,S28S.F. E 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 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. 0 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical , 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE. Friday, May 23, 2003 SIGNATURE: (By her or Authorized Agent) PLOT PLAN for: MARONE IOME5, INC. DESCRIPTION: LOT 23, CROWN COLONY 5UBDIVI5ION RECORDED IN PLAT BOOK 61 PAGE(S) 76 thrU 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA LOT 24 O ui LU io I' ca Z LOT 5 IDYLLWIDGE OF LOCK ARBOR BLOCK' B' 5ECTION 6 PLAT BOOK 21. PAGE 40 NOOO 1 1'46"W 74.10' — — — 5' F. E.1 9d D_F W LA6 ELEVATION BE 16" i1GC'!I ,-ROWN IACENT ROAD UNLESS IERWISE APPROVED • OOMCRETE PATIO 1 4' CONC STOOP __,1 3�� in n 12.fa 1 MODEL: GEORGETOWN ' B (4-2) BLOCK FIN15HED FLOOR ELEVATION -48.24 DRAINAGE TYPE: 'A' WITH POOL BATH DOOR b I ;. Ede O d z M — — — — — — I— — — — — — -: OF 500011'4G"E 74.10' CROWN COLONY WAY I I I I 12.00' 0 N 9 1 N Q a S 10, 20' GRAPHIC 5CALE LOT 22 — - - - - - 500' 1149E - - - - - — NOTES. FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING SOOT1'46 E. BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS 2. ELEVAnONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP. THE STRUCTURE FRONT: 25 HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN REAR: 2 PLANS FOR THE PROJECT, J. BUILDING nES ARE TO FOUNDA nON. THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X ". SIDE: 7.5, SIDE STREET., 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE. 60' THIS IS NOT A SURVEY. EFFECnVE DATE. APRIL 17, 1991 MAP REVISION DATE. (SUBJECT TO CHANGE) LOT 23 CONTAINS 10.003 SOUARE FEET/Q230 ACRES +/- THE UNDERSIGNED AND CAVONE, INC: LAND SURVEYORS PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES` and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMAnON REFLECTED HEREON AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATON SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE nTLE ABBREVI A 710NS/LEGEND. .VERIF1CAnON. NO. -NUMBER R.-RADIUS P.T.-POINT OF TANGENCY P.1.-PpNT OF INTERSECnON CONC-CONCRETE L.S-LAND SURVEYOR W.E.- WALL EASEMENT P.R.C.-PANT OF REVERSE CURVATURE F.E.-FENCE EASEMENT CH. -CHORD P.C:-PpNT OF CURVATURE ARC -ARC LENGTH L.B.-LICENS£0 BUSINESS O.R-OFFICIAL RECORDS CH -CHORD BEARING P.C.C:-POINT OF COMPOUND CURVATURE I&LI.E.-SIDEWALK d UTIUTY EASEMENT D.E.-DRAINAGE EASEMENT U.E.-UTILITY EASEMENT CENTERLINE A/C -AIR COPAD a DEL TA . (CEN TRAL ANGLE) D A:U E -DRAINAGE & UTILITY EASEMENT N.G.- NATURAL GROUND A VU1VE, INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 O T b N THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER • REVISION DATE DOWNICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8.5073 PLOT PLAN 5/9 003 y EIL CADD FILE: CROWNCOL23.DWG W.0.2003-5962 Master File #7 I. Sufficiency' Review n Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Manufacturer Name: Nora ndex/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: A enc Initials/Date Agency •Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialaniic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDL;?,' PAGE 29 .4 t SEE CHART FOR as oa as J a a ' a_-,-�FASTENERS CAULK 'POP VERTICAL MULLION SCHEDULE ���-- _ SINGLE V ti q - UNIT TYPE OF MULLION TYPE OF CLIP OF MULL W W INDOW WINDOW DESIGN PRESSURE #10 X 3/4" I 3/8"MIN. WIDTH HEIGHT NUMBER AND TEK SCREW WINDOW INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS V q � i HEAD 26"' _ i B_ 1_0 x 3.0 OK 4 3 160 x 1-1 2 TAPCONS o I 38_1T� ___1.0 x 3.0___ pK___- 4 -3 id? x 1-J2" TAPCONS I 19-1/6" 50-5 8•' _ J _7 1.0 x_3.0 ----- t WINDOW I - - --- OK 4 3 9i x _1_- J2" TAPCONS F' JAM -63---------- ---OIC 4 _3J60�_x 1-J2 TAPCONS r� `�'I __ 1.0 x 3.0 - ,.------ 76-3 4.' 1.0 x 3.0 OK-- 4 3 160�' x 1-1 2 TAPCONS 5/8 i o _26" 1.0 x_3_._0___ -3--- 3-() 1.0 x_3_- _0_K---- 4 _3 160 x 1-1 2 TAPCONS _ _ Ix3 MULLION (XFLA-26-1) 26-1/2" 50_ 5/8�' -- 10 x 3.0--- --- OK---- 4 -x �1_ J2 T_APC_ONS ti �' lx4 MULLION (XFL.A-39) " - - ------------- ---- �K__-- 4 _ J6rb`' x _i-�2" TAPCONS _ 63" 1.O x 3.0 OK_ 4 _3J8��'_x _1-1r2� TAPCONS 2 FLA-45 76-3 4' 1.0 x 3.0--- --- OK 4 3 160`' x 1-1 2 TAPCONS � MULLION ANCHOR CLIP - 26" a h _ _ _1_0_ % 3.0 _OK _ k "m 38-1 4 --- --- __-- 4 � 3 160 x 1-�2 T- ApC_pNg y � Y - 16 GA GALV, j� ___1:0 x 3.0 OK ---- SHEET METAL 37" 50_5%e' ------pK__-_ 4 _3J6>�' x 1-J2T TAPCONSZ q�b 1_0 x 3.0 .---- 800 LB. MAX CAPACITY 63' _ _ 4 3J16s�' x 1- J2' TAPCONS ; R ` 5/8" ---1-p x 3.0--- ----------- ------ "z WINDOW 76-3 ,P' - ----- 0K 4 3j6s�' x 1-1 2 TAPCONS 7 8" % 1.0 x 4.0 --- --- - .�----- � JAMB / 1x3 MULLION XFLA-26-1) OIt 4 1 4b x 1-1 2" TAPCONS n lx4 MULLION �XFLA-39) 28 1_0 x 3.0 OK4 3 16o _x__1-_1 2 T_A_PCONS ry5 ad #10 x 3/4" 36-iT4�°--_-1.0 x 3.0-_-- ---- pK - 4 3 160" x i-i 2 TAPCONS_ y 4 TEX SCREW i 53-1/8"50_5Z8�' -1_0 x 3.0 ---_-pK___ 2 1 4�_x 1_ 1 2_'_T_A_P_C_ON_S_ - �_ l .----J-,------- - L ' WINDOW 63" --_1_0 x 3.0-__ pK 2 1 40' x 1-1/2' TAPCONS o 76=3 4' 1.0 x_ 4.0 - _1----/�------- I SILL OK 2 i 40' x i-1 2' TAPCONS n CAULK BOTTOM I OF MULL u - i" -F _ 3/8-MIN.co PRECASTED 44 - 3/ ..MIN. FACTURER NAME: a SILL _ _ 11fORA�71 Fx `' Z D I> t> p 3/4"MAX MASTER 1' ' D p p SEE CHART FOR D b FASTENERS. NOTES: a 1) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063 T6, h w N w OR 6063 T5. / CHARLES A P.E. 2) OwNEEACHEANGLE LEG, IS ONETTHE TAPCON SHALL 113E') FL REG. ENG.j 40121 PLACED ON MULLION CLIP CENTERLINE. " a ro 2 DATE: 3/21/02 3) CONCRE D E COMPRESSIVE STRENGTH = 3.000 PSIAT k i y q U q MRAMEX PAGE- 30 NOTES: 1) ALL nl OR Got 2) WHEN ON EAI PLACE[ 3) CONCRI AT 28 CHARLES FL. REG. DATE CEIV'I'" MANMA No a� f� MAnU DW SILL SH HEAD DW SELL iH BEAD Ivvlttl)`iIJP 1x PAGE 24- I .4 d n a IFfANLJI+'ACTURE NAME- mmtn (2) 110 x - /4 P11SUS INTO 2 x B OR 3/16"0 x 2-3/4" TAPCON THRU 1 By BUCK. (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT IfITO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' Ffl-SMS IM 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) '10 x 1 3/4' PH-SMS BUCK WITH 1-1/2' MIN. E SEE ELEVATION FOR ANCHOR SPACING. WOOD Bucx - ALL 10' PANELS & 60.0 D.P.. ONAL II WOOD BUCK No. OF Ho, OP HCHORS ANCHORS 147.375" "� 46 30 6 (4) /8 46 24 6 D8.6' 46 7s t8 9 t52.750" 57.B 67.5 24 6 "Lew so* 67.6 57.5 75.5' I3) 57.5 57.5 IB 8 I28' 80' 58.7 6a.7 to 206 6 59.625 10 201" 9B" 45 - a6 90 5 t0 147.375- (1) 45 {5 24 10 00.6" IS 15 16 10 l52.750" {8.0 ae.0 et tD 11-1:976' go- (yI 595 516 16 10 75.5' 634 65.4 18 l0 128' p8' 54.5 54.6 20 10 19.828 (C6) 54.5 64.5 10 to Nn./ IN PARE" SES INOICAm 7 r70 lvr-, PANEL SIZE IN FEKT, WHIM AS RE MIRED TYP. JAMB. SE( WOOD SI[TM gSHOWN) IL OR MUDD TRACK A5 REQUIRED 1 B- 2 W z 2-1/4' TAPCON OR MIAMI DADEAPPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1)) SHIM AS REQUIRED,, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALIAy 6063-T6• OR T6 WITH 3 USE HIGH QUALITYACAULLKK BEHIND WWISNDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWSTHER SAFETY , REQUIREMCENTS REST SOLELY WITHODES. ORDTNANCES'OR OTHE ARCHITECT, HEADER AND SILL SECTION B JTWING OWNER OR CONTRACTOR. TYP• I BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. 1/4" SHIM MAX zJPAN"4h�PANEL 9 c X l� PANEL (2BY2) IIpFUL Gd kmH 1 1 TE6IPERED GLASS I SUDING GLASS DOOR O ^Y. RATIM ANALYSES CIIARY No. OF 109IISMEDE41CN LOAD ANCHORS No: OF ANCHORS SION9 CAPACRY-pap FF POSITIVE 11BGA HSIILL A` F .� DtcHES 86.7 JAMB 59.4 30 68.7 8 � 88.4 Z4 N 8 r O V BS.r 80.4 I6 6 66.7 77.4 24 636 16 (3) 8 8 C C�1 Qy 66.7 68.7 838 IB 6 60" 68.7. 78.3 PO (2.6) 647 N 7B.3 to 6 O 0 60 10 U 2a 80 150 10.C�l5.3 A()--- 24 I8 10 to 101.3 B1e 1D6.9 206.2 1O t0 C 'y (2) 3/16"0 x 2-3/4" y k b TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS, o > ti w SEE ELEVATION FOR A > ANCHOR SPACING. p g b y z t $ h • It: �N . p. W ,H a t'' Cy1 U X PANEL 10 X PANEL X I PANEL M W4- I (4 B Y2) TLrtcA1. 21avAtmH NORANDEX PAGt 23 A a V 0 --T(2). #10 x 1-3/4' PH -SUS INTO 2 BY BUCK OR e/16'0 a 2-3/4' TAPCON THRU 1 BY BUCK (SHOWN) WITH A OR EMBEDMENT INTO MASONRY. p SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1-3/4' FH-SMS INTO 2 z BUCK SEE ELEVATION FOR ANCHOR SPAr1ur 2 BY WOOD BUCK (2) 010 x 1 S/4' PH-SMS INTO 2 BY BUCK WITH 1-t/2' MIN. EMBEDMENT. SEE ELEVATION FaR ANCHOR SPACING. 3/16" TEMPERED GLASS PANEL ,SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL IAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX XJQIX ALL 30 46° x 59l/2 " 53.3 55.8 ' 10 16 36 4ae x 591/2 " 49.8 49.8 12 18 6 30 his° x . 791/2 " 49.7 49.7 10 18 22 6 36 V x 791/2 " 45 45 16 20 .8 12 18 22 8 SERIES *600 ALUMINUM SLIDING GLASS DOOR CHART LL OPERABLE PANELS y nip CENT, �FASTENBR F�RIDA B.U.A°F. TA ONO/16'0 z IAMI TAPCON OR MIAM[ a mm�1 � NDI<ACI'URE$ NAMEt 1 x WOOD BUCK DADS. APPROVED CONC. MAfeT�n .�. SEE ELEVATION FOR ANCHOR SPACING. -SHIM AS REU[RED TYP. HORID g WOOD SHIM SHO OR MUDD TRACK REQUIRED I BY (2) 3/167E Z 2-1/4" TAPCON OR MIAMI NER SEE ELEATIONPROVED FOR ANCHOR SPACCoNcAS ING. a NOTES. 1) SHIIS AS REQUIRED. MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR TO WITH TYPICAL WALL THICKNESS OF 0.62' 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE, 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 6) THE RESPONSIBILITY FOR SELECTION .OF NQRANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL..LANS HEADER AND' SILL SECTION REQUIRE coDES; ORDINANCES 'OR'`OTHXR SAFETY.• REQUIREMENTS REST.SOLELY WITH THE.ARCHITECT, ' 'I'n'• 1 BY BUCK 6) BUILDING COMPRNER ESSIVVEE STRENGTH a 3;000 PSI AT 28 DAYS. (2BY2)r1m4. nTym (4BY2) nm L s�ranoM INU KAIV UL'X a PAGE 22 W/I-1121 MI/N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. Eo 10 X 1-3/4" P.H. NOTES; W/1-1/2" MIN. EMBEDMENT. 11 :SHIM AS RE WINDOW SEE E LEVATIOIt FOR QUIRED. MAX SHIM STACK 1/4". DIME .ANCHOR SPACING. 2) ALL ALUMINUM.., EXTRUSIONS ARE ALLOY 6063-T5 OR: T6: WITIF: TYPICAL WAL14 THICKNESS OF 0.62" WIDTH 3) USE :HIGII.;QUALFTY •CAUI1{ !BEHIND WINDOW FLANGE INCHES 4 ' GLASS: THICKNESS•.BASED ON TABLE E1300 GLASS CHARTS; AND?: SAY"VARY DEPENDING ON SIZF 5) THE-. RESpONSITijfMT `FOR SELECTION OF NORANDEX 18-�8• p I'ROl)i1CTS°.1 . MEET ,ANY APPLICABLE LOCAL LAWS. 5-ff2� REQUHR'?MENTS I?&T.DSOLEi.YY WITH OTHE ARCF�EyCT. 36"HUU-Z*G .OWNER'.'OR':CONTRACTOR. 52-1 8" 8) NOTE `• 'INDICATES:THAT E UAL FASTENERS ATFHEAD` AND SILI:ARE' REQU ED.H e6_1_ 0 .�" w � ALT. FIN ATTACHMENT I 6—iL2_ 3e" UNDER SHEATHING � � ko0 62-1/6' U 10 X 1-3/4` P.H. S M.S 16--1L6 25` 37-1/4 49- WINDOW FASTENER. SCHEDULE IJO. ANCHORS NO. ANCHORS w HEAD/SILL: SEE'NOTE 6 JAMB S d5 60 35 45 60 c q PSF PSF PSF PSF PSF psi?)W 2 2 21 2 2 2 q ►� __2 E 3• a a• z- z 2� C) o q 2 2 2• 2 3 3 2 2• 2 3 3 3 3 3 3 3 4• - --3 3 CO (r 22 2' 3 3 3 !p U) 2 2 2• 3 _ 3 3 2 3 $• 3 3 3 ti' 3 3 4• 3 3 3 2 2 2• 3 4 4 /1-1/2' MIN. EMBEDMENT 5-1 227 Q�'N'I`RAY' )�RMA B:O:A.F. SEE. ELEVATION FOR 36" 82` _2_- 3 3' - _ 4 4 o a ANCHOR SPACING. 52- 6" 3 4• 4 4 ti '�'.� w b MA AQ:"rURER NAM: is=1a" z _z 2• 3 4 5 a+ O/QAN/ifi{� ; - 5" B_3/4" 2 2 - 13f:3 3 4 5 pq 1q,ro Mips T R FRE 36 _ _ 3 .4 5 - •• •.• + i �f�1Y11J SHIM MAX ' (TOP AND BOTTOM) DOUBI.B I I . HEADCR 'AN $ 10 X 1-3/4" P a s D SILL SECTION W/1-1/2' MIN. EMBEDMENT FN. E CFIARLES' A ' WOOD FRAME ANC- ELEVATION HORS ACING�SEER FL DATE;E3G27�92.' - -1 8 3 44 4 5- a S �'`t. DETAIL -A --DEI'ARrC DETAIL-B w a li ti 0 25` 37-1/4 49- WINDOW FASTENER. SCHEDULE IJO. ANCHORS NO. ANCHORS w HEAD/SILL: SEE'NOTE 6 JAMB S d5 60 35 45 60 c q PSF PSF PSF PSF PSF psi?)W 2 2 21 2 2 2 q ►� __2 E 3• a a• z- z 2� C) o q 2 2 2• 2 3 3 2 2• 2 3 3 3 3 3 3 3 4• - --3 3 CO (r 22 2' 3 3 3 !p U) 2 2 2• 3 _ 3 3 2 3 $• 3 3 3 ti' 3 3 4• 3 3 3 2 2 2• 3 4 4 /1-1/2' MIN. EMBEDMENT 5-1 227 Q�'N'I`RAY' )�RMA B:O:A.F. SEE. ELEVATION FOR 36" 82` _2_- 3 3' - _ 4 4 o a ANCHOR SPACING. 52- 6" 3 4• 4 4 ti '�'.� w b MA AQ:"rURER NAM: is=1a" z _z 2• 3 4 5 a+ O/QAN/ifi{� ; - 5" B_3/4" 2 2 - 13f:3 3 4 5 pq 1q,ro Mips T R FRE 36 _ _ 3 .4 5 - •• •.• + i �f�1Y11J SHIM MAX ' (TOP AND BOTTOM) DOUBI.B I I . HEADCR 'AN $ 10 X 1-3/4" P a s D SILL SECTION W/1-1/2' MIN. EMBEDMENT FN. E CFIARLES' A ' WOOD FRAME ANC- ELEVATION HORS ACING�SEER FL DATE;E3G27�92.' - -1 8 3 44 4 5- a S �'`t. DETAIL -A --DEI'ARrC DETAIL-B w a li ti 0 3 3 4• 3 3 3 2 2 2• 3 4 4 /1-1/2' MIN. EMBEDMENT 5-1 227 Q�'N'I`RAY' )�RMA B:O:A.F. SEE. ELEVATION FOR 36" 82` _2_- 3 3' - _ 4 4 o a ANCHOR SPACING. 52- 6" 3 4• 4 4 ti '�'.� w b MA AQ:"rURER NAM: is=1a" z _z 2• 3 4 5 a+ O/QAN/ifi{� ; - 5" B_3/4" 2 2 - 13f:3 3 4 5 pq 1q,ro Mips T R FRE 36 _ _ 3 .4 5 - •• •.• + i �f�1Y11J SHIM MAX ' (TOP AND BOTTOM) DOUBI.B I I . HEADCR 'AN $ 10 X 1-3/4" P a s D SILL SECTION W/1-1/2' MIN. EMBEDMENT FN. E CFIARLES' A ' WOOD FRAME ANC- ELEVATION HORS ACING�SEER FL DATE;E3G27�92.' - -1 8 3 44 4 5- a S �'`t. DETAIL -A --DEI'ARrC DETAIL-B w a li ti 0 - •• •.• + i �f�1Y11J SHIM MAX ' (TOP AND BOTTOM) DOUBI.B I I . HEADCR 'AN $ 10 X 1-3/4" P a s D SILL SECTION W/1-1/2' MIN. EMBEDMENT FN. E CFIARLES' A ' WOOD FRAME ANC- ELEVATION HORS ACING�SEER FL DATE;E3G27�92.' - -1 8 3 44 4 5- a S �'`t. DETAIL -A --DEI'ARrC DETAIL-B w a li ti 0 w a li ti 0 NORANDEX PAGL 10 tl to v W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 TTP. 214 a W Y r-W LA-40 415/416 1.500 # 10 X 1-3/4" P.H. S.M.S. W/1-1/2' 41N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIr- rip.'I'[IRER NAM: j' . X # IZ _ J� V ALT. FIN ATTACHMENT ul ® 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR UNDER SHEATHING FOR ANCHOR SPACING.-,., I CALL. SIZE WIDTH I 1/4- MAX---+ SHIM (BOTH JAMB TYP. JAMB SECTION ©, WOOD FRAME 2.437 NOTES: qpJ� 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4', 750TYP 2) ALL ALUMINUM" EXTRUSIONS ARE ALLAY 6063-15 OR T6. 3) 115E HIGH TYPICAL WAIL THICKNESS OF 0.62` 10 X 1-3/4' P.H. S.M.S. ) QUALITY'.CAULK BEHIND WINDOW' FLANGE. W/1-1/2' MIN. EMBEDMENT 4`GLASS 'THICKNESS .BASED'ON TABLE E1300 GLASS ODOUBIZ SEE ELEVATION FOR CRAMS. AND -MAY VARY DEPENDING ON SIZE. B I ANCHOR SPACING. 5) THE -RESPONSD3LLITY FOR'SELECTION OF.'NORANDEX ' PRODUCTS='TO -MEET ANY APPLICABLE LOCAL LAWS. - BUILDING CODFS; 'ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING 'OWNER''OR CONTRACTOR. CHARLES A PA 'P,1-. • 6) NOTE • INDICATES- .THAT. EQUAL FASTENERS AT WOOD .FRAME FL REG. ENG. f ,49121: HEAD AND SILL ARE REQUIRED. DATE; 3/27/02 TTP. AT READML 24- 4G AIL -A /27 DETAAIL-C SASH DETAIL=B .1 NORANDEX PAGE 21 1A1'l.UN T11111 A ' N. 1-1/4" MIN. EMBEDMENT # 10 F.11. S.M.S. SEE ELEVATION FOR VI/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4", ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSION e / e w C 5 ARE ALLAY 6063-T5 OR 1HIGH THICKNESS OF 0 3) ACAwUL.K,BEH e USE q AJITYTH D WIND019FLANGE 4) CLASS THICKNESS BASED ON TABLE a ' • E1300 CLASS a . CHARTS; AND MAY VARY DEPENDING ON SIZE. 5) THE RFSPONSIBHFOR SELECTION OF NORANDEX PRODUCTS TO .LTY MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, :ORDINALICES 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 FULLY SUPPORT UNIT. THIS SUPPORT SHALL vi BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED �.1n BUM 7) CONCRETE COMPRESSIVE STRENGTH 3.000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT' EQUAL FASTENERS AT rojNr L����A TYR 2 BY BUCK B.O.A.F.. 3/18" TAPCON ni Mn U t' AMR IMR NAME: W/1-1/4' MIN. EMBEDMENT (SEE ELEVATION _ A10 4Nilt.1r FOR ANCHOR SPACING) MASTTIR jl { e. d I` CALL SME WIDTH 1 A ' 1 BY BUCK O 2 BY BUCK s►IIM TYP. JAMB SECTION )TII JAMBS) 1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES A.'P N, Y.E. Fl. REG. ENG. # ,49121 DATE: 12/LT/Ol ' n.. ® 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT +� SEE ELEVATION FOR Sl ANCHOR SPACING. _ WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS WIDTH HEIGHT HEAD SILL SEE NOTE 8 JAMB (INCHES) (INCHES) 35 45-60 35 45-60 PSF PSF PSF PSF 2 2• 2 2 26' — 37" _2 2 53-1 8' 3 _ 3• 2 — — 2 I9-�8' 2 2• 2 3 26-1 38-1/4" 2 _ 2•— 2 3 37" _ 2 — 3•— 2 — — 3 3 — 4'— 2 — 3 19-1/8' 2 2• 3 3 ILL 50-5/8' 2 — 2•— 3 _ 3 37" 2 — 3'- 3 __3 53-1 8' 3 4' 3 — 3 19-1 8" 2 20 3 4 2811 2 63" 2 _ 2- — 3 _ 4 — 37 _ 3� 3 4 _ _ 19-1 8" 2 2• 3 4 26-2" 76-3/4' 2 _ 2• 3 _ 4. 37" _ _ 2 — 3•— 3 — —4 53-1 8" 3-4 — 1ui mm ■mnt 2{' '-DETAIL-C DETAIL-B OF �. NORANDEX PACE 9 3 16' TAPCON WITH A ®MIN. 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. -I 750 TYP 1. NOTES: 1) SHIM AS REQUIRED MAX SHIM STACK 1/4 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" 31 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNESS BASED ON. TABLE E1300 GLASS 5) THEERESPp SIDU . FOR SELEMONNDING ON OF '91ZE- NORANDIX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWSBUILDING CODES, OR OTHER S REQUIREMENTS RESTDINANCES SOLELYY WITH THE ARCAFETY BUILDING OWNER OR CONTRACTOR. B17 ECT, 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY .SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ns FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION AT ze DAYS. Tn'• 2 BY BUCK 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR —L T m 3/16" TAPCON W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. n � MANiFACTOR-u1A B•0•A.F. o ORER NAME: llf A cm.�� XASTER FHX, .# SIZE WIDTH 1 6 n I BY BUCK O .e C 2 BY BUCK • . � TYP. JAMB SECTION SHIM 1 BY . 2 .BY BUCK AX (BOTH JAMBS) iy 10 F.H. S. M.S. p D W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR 3 D b. D b p SEE NOTE 6 ANCHOR SPACING. HEADER AND SILL SECTION FLAR AL NC- a. 9'49121E TYP• 1 BY BUCK DATE: 3/21/02 1/4 M a ulx um.mr„ r�'in iu. e- e�- ac MAX //F iy SASH ��/ DETADrB A 9 c 9 MIAMIDADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jefet•sort, P.O. Box 76 Pittsburgh ,KS 66762 NIIANII-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE-00IIPLIANCE OFFICE MEDRO-DADI: FI'-AGLER I3U11.1)ING FI 140 WHS'I' .AGIXX S.11W:7, S11111: 1603 MIAMI, 1'"LOIZIDA 33130-1563 (305) .;75-29u 1 I:AX (305) 375-290S C:U\'rILIC'I'C)1: 1.1C:1:,\ti1�C: ti1:L"1'lU\ 00) 375.2527 1':\\ (3US) 375•_'SSS cc)� rlrs\c-rc)It 1:�FOlu•1•:all�� r ur\'1slc)� (JUS) 37S•2')[,C, f�.\\ (3U5) 375-'_7f)� 1!It011GCT C:U.\"i'I2UI, DIVISION Four application for Notice of Acceptance (NOA) of' (3U5)375-2902 FAX (305) 372-633 9 Erltergy-6-8 S-W/E Inswing Opaque Double w/sidclitcs Rcsidci)tial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ol'Alternate I\1:1terials and -Types of Construction, and completely described herein, has been recommended for acceptance by the Nliami-Dads; County Building Code Coinpliance 0ftice.(BCC0) under the conditions specified herein. This NOA shall 'not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend ilic use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this. product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-031.1.24 EXPIRES: 04/02/2006 Raul lcoarlguca Chief Product Control Division THIS IS THE COVERSHEET. SEE ADD.ITIO,NAL PAGES FOR SPECIFIC AND GENERAL CON DI -PIONS BUILDING CODE &TRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the- conditions set forth above. APPROVED: 06/05/2001 Fmncisco J. Quintana. R.A. Director h'liami-Dade COunt%' Building Code Coml)liancc OPICc \\:0450001\pc2000\\templates\notice acceptance co.-er page.clot Internet mail addresx: l)ostmastcr'�builc)in�ct)c)cclnlinc.com �% Itumclta;;e: httl)://��'�r��•.lntiftlirr�cocicunli'nc.com Premdor Entry Systems ACCEPTANCE No.: 01-0314:24 APPROVED JUN 0.5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CON'DI'i'IO,NS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of •Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Nliami-Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 2 3, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enter-v 6-8 S-N1'/E Inswing Opaque Double Residential Il2su12ted Stccl Doors \N•itlt Sidelites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-Etil'-1, Sheets 1 through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer,- dated 7/29/97 with revision C dzttcd 01/11 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Accept.2nce number'and.approval date by the Miami -Dade County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval appiics to single unit applications of pair of doors and single door only, as shown in approvcd drawings. Single door units shall in6lu.de all components described in the active Icaf 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 ovcrhang to sill is less than-46 degrees. Unless unit is installed in non-liabitablc areas Nvlierc the unit and the area arc dcsi�;ncd to accept Nvatcr infiltration. 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 (shut(ers): 4.2.1 Door: the installation of this unit ivili not reouire a hurricane protcction sysictzi. 4.2.2 Sidelite: the installation of this unit Nvill renuire a hurricane protection system. S. LABELING 5.1 Each unit sliall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". '6. BUILDING PERMIT REQUIREMEN"1-S 6.1 Application for building pcmiit shall be accompanied by copies ofthc 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 0 icial or the South Florid uilding Code (SFBC) in order to properly cvaltrtttc the installation o 1i s Stall. Manucl crcz, P.E. Product CoVxamincr Product ntrol Division Premdor Entry SN•stems ACCEPTANCE NO.: 01-0314.24 APPROVED JUN 0 5 20001 EXPIRES A 2ril 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDI'I'IONS 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, arc no older than eight (8) years. 2. Any and all approved products shall be pemianently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of 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 ti)is 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 Acccptancc holder has not complied with all the requirements of this acceptance, including the'corrcct installation of the product. d. The engineer who originally prepared, signed and scaled the required documcntation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tFie materials, use. and/or manufacture of the product or proccss shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fcc) and granted by this oFri C' C. 5. Any of the following shall also be grounds for rcmoval or this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an erydorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. Ifany portion of the Noticc 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.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection aC 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 rcmoval of Acceptance. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. Ei\D OF TIIIS ACCEPT NCE ti Manuci crcz, P.E., Product Contro - . arrnincr Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) ' AID , i11{rr•• NINXW,I Nt //N t] •Ilrl fir muruom t C . 140 1/2' • MnX 37 1/1• 71NNX 37 1/4' MAX ,. MAX wr N r LOW t1ARCt 'x' lux MAX NAr ttt Noft ! Nwa �MAX ' MAX Nu 9'' P5A'_f_I' MAX MX MAX MAX MAX MAX MAX MAX IWX nn : rnvs� m d Aa I>KIQ t OL SPACING / 0.0 wat ^ 1"mIw �7 1 /lb• 17 1/ 'MAX � f r• S tL N [MT ml:c "I A 0.L SPACING l0.' C.C. € LOOK 2E• 6<• j 3 1 E' MAX °10 MAX ' Ir I/ MAX 0.L SPACING IB' l7l •vRIII LYRI wxxn u. max a wa mxa MCI SPACING jI0. O.T. 'nlir' im bihkc ' L__4 1 13 ate-- _1 ut !S OC+19 OG t3 GC_ I S' OC_ 13' MAX 5 !Xr I , f MAX MA1C NAX MAX MnX NAX Nn0 �% IIfF— .--_ A. MAY S• MA% MAX 14 MAX vr• . r xna SIX mM1rc t3 R ATTACH ASTRAGAL THROW BOLT 12 X I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 z 1 3/4, HOES FLATHEAD SCREWS ` N07E51 I.) VQOp BUCKS BY OTHERS MUST BE ANCHORED 18 z 13/4" LONG PROPERLY —TO! JRANSFER'.LOADS 70 THE .STRUCTURE. 'FLAiHE SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO L.M. IHSVIMG Rx IHSvING DUALIFY THE FOLLOWING INSTALLATIONS A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPRgrE°4 u/�:r11t3 .;711. STRUCTURAL WOOD BUCK. SOUTH FL�q,pA� NGCOGE C. MASONRY OR CONCRETE CONSTRUCTION WHERE A ° JUTY U�.I(I DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE IWIERE VATER WiLiRATTDN WHERE WATER DIFILTRAiION er OR MASONRY WiTH OR WITHOUT A NON-STRUCTURAL ' OIJDIEIQNI lS NECOCD % REOl11REMENT IS NOT NECOCO ONE BY WOOD BUCK. iv Y + PR° C°NrMrnbrnsloN 3. ALL ANCHORING SCREWS TO BE 110 WITH X eurc°E.� c^_�uaKEov., MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPrrAtr-E ra DI•0311r. r ti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNiTS,SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED* BY A'CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY iO SILL IS LESS IHAN 15 DEGREES UNLESS UNIT iS INSTALLED IN . APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR,•THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR C wa malty WFMAIIt)n Mvto 6. LATEX SEALANT TO BE APPLIED AT SiDE BY SiDE twltlNCssfulc1, ¢L AYi rt JAMBS AND SIDELITES. UlOdipS tN CS tOiC SI1`fDR Rl2 A!!OIICa OXXP t0/PItAAA1ItNS IOnvtlRs 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SiD'EL[TE BASE w u r -ORNERS ARE COPED AND BUTT .JOINED `"1` "m' `zf O ` AF 4.1 ' i DOORS SHALL BE PRE -PAINTED WiTH A VATER-BASED EPDXY RUST l Y' INHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF O.B TO I.2 MIL M N Y Y M-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER BASED/ Plies -�I SHEET ' OF 5 VATER-REDUCIBLE WHITE PRIMER ViTH A DRY FILM THICKNESS OF DB TO 1.2 MIL. $V:T]I 0 itZ. 1/,' SMIM MAX 22' MAX OLD 112' GLASS BITE 77 1/4' INTERIOR MAX T.' MAX 75 J/.• 17 MAX 75 J/,• 35 7/4• MAX - 35 J/.• 17 MAX IS M•X-t___—. 9 ID 19 7 IA 21 1. ;'1 ;:. .:;L ;:. :::.� :`�. :•,� II 1 2 IS Z 7 / ° EXTERIOR . SCE (LAZING BC FAIL r 16 SECTION A -A I, INSWING 5 OTHER CONFIGURATIONS J, I/,. MAX III i/,• GLAZING DETAIL MAX - �I{ 111 � I_ X MAX I -� IN vILl1AMS BSD4 MAX OR OiAp[ U11C% CAULK � , o . EXTERIOR 33iL ILEX X& 14 ]/,• 74 3/4- MAX I IHICRIOR - I --' "A" 77 ve• 9 xu- oa Ul0 a 1/8• TEMPERED GLASS APPROVED- COMPLYING MTH ItM SOUTII FLtIpA B1BL110I0 C0� DA N BY PRODU CO: i ROL DMSIOH BUIL CODE Co—' WtCE OFFICE I.cCEPi7V,C-- no 0 1 - 0 3 r 4. z y J/,• I-IU29-EV-1 SHECt 2 OF 6 ¢YBu ILIID C 1/4' SHIM MAX r— 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX t SECTI[JN B-B 2 BY WOOD BUCK EXTERIOR V MA I LIZIALS LIST IIEN N0. O DESCRIPIION PART 14MBER COMMENTS — 2O WOOD HEAD JAMB COMPRESSION VEATHERSTRIP EV-14 1 1/4' X 4 9/I6' NIL. TO OE PINE OR EQUIVALENI 4 ALUMINUM ASTRAGAL . EV-25UCKSCREEN y- RAN X A 0 ( R PREHDDR BRAND OR COUIVALCNT- 5/0' ALUHIASIRAG NUH ALlD11NlAq-BIDDER THRESHOLD EV-15 PREHDOR BRAND OR EOUIVALCNT - 1 1/4' x 4 9/16' © TOP CHANNEL CV-00 JrKLMIJUR. . BRAND - 111/16' - 20 GA STEEL O T SKIN (Ni �0]< Jm) I ar BQHII t e1214D Biel B tt PITLYIIRF1 A A BASF FOAH - DENSITY 2.0 10 2.5 IbS./Ft' O BOTTOH CHAA9T[L EV-01 PREHDDR BRAND - 1 11/16' - 20 GA STEEL 10 VOOp LOCK OCK STRIKE STIL[ EV-09 _ q' X 9 I/2' NIL TO BE PINE OR COUIVdLEN( 11 HINGE STILE EV-p6 15/16' X 1 11/16' HTL. TO BE PINE OR EQUIVALCNT 12 LOCK PREP FILLER PLATE EV-OS 15/16' X 111/16' NTL. TO BE PINE OR EQUIVALENT 13 4'x4' HINGE IV-10 PRCHBOR.BRAND - .050' THICK- NIL. TO DC POLYETHYLE 1/ VODD HINGE JAMB EV- 6 HALER BRAND. HINGE OR EQUIIVALEHI - II97 THICK (ST[I 15 110 x 3/4• r.H.V.$. rw-13 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 16 110 X 2' FJtVj (4) SCREWS PER HININTO DOOR GE . L T14REAf fCR N10 L rSE INRDDI S)R1rE JOB INTO SIDELIIE JAL 4' Dovx rRO+ TIEREArfER TfOI EACH SIDELIIE JANR 1MID SIDELIFE. 4• am TRDR' UE 11EREArTER. 7 1 14'�T vmtRlxMx DEtt RErER ID ELEVA11191 B 19 110 X 3/4' F.H.V.S. IB x 2' fHV.S. LOCKSET IEV, IUR 1 Dr SCREWS USED AND LOCATIONS (2) SCREWS PER HINGE INTO JAMB (2) SCREWS AT EACH STRIKE PLATE n l�J 1 1 / 4'- l0q-22"X ® ® '16 I 110 X 1 3/4' FJtV.S. WOOD SIDELITE JAHB 64• SINGLE PANEL GLASS SIOELITE TRIM (WOOD) WOOD CASING WOOD SIOELITE HEAD JAMB WOOD SIOELITE SASE POLYPROPYLENE LITE FRANC X I 1/2':P.AN HEAD SCREWS SIOELITE STILES PIN NAIL EV-19 EV-20 EV-21 EV-22 EV-23 EV-24 -1643. ODL-2 EV-26 KVIKSET BRAND 2O0 LOCK OR HARLOC BRAND 100 LOCK (2) SCREVS PER HINGE INTO JAMB 1 1/4' X 4 9/16' HTL TO BE PINE OR COMMENT HP GLASS N POLYPR[IPTL N - DC -I 43 - (OBL 1LB f1EAR LEAMS1 . r+Acc 58 16 zH1`/ U PTLI'l,�TO up �PINE 'm •SIDE or SIDE JN1or AS fxA , I I : 11� EOU�I HMO ws u 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 1 1/4• X 4 9/16' HTL. TO BE PINE OR EQUIVALENT HP Polypropylene by ODL 0 PER FRAME TQ 0+ I Afl R 15/16' X 1 11/16' HTL. TO BE PINE OR [OUIVALENT /(• (DIG RA0.. 1' DI FRDI CND. NAT D' DE TKUrIER US(1 D5 R XIBI .10 1 DOW SILICONE 0995 F.fEN—GlNr—rIR?:W IM[SS Nalra. FRX QQ O& IHESS IEO Ila [OTL. IIL". APPROVED AS CourLYR1C N1TH THE PREMDOR ENTRY SY DY L awslmF v0 L .[rr[esml . BNRIIDlC CODE CDE:PLW.Ycnmre Pm$Bt�6. t166167 31-1029-EW-I A\ SHEET 3 OF 6 - e(VISON L[II[R B 2 DY WOOD DUCK 1/4' SHIM MAX 3/4' INTERIOR I 79MAX16• 80 11/16' MAX 64' MAX DLO :f II 1 3/4' 2 BY WOOD BUCK---' 4 9%16' SECTION c'_c '3 EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #*31-1029-EW-1 SHEET 2 OF 6 1 1/4' D❑W SILIC❑NE # 995 s,Pu n WD as ccuainuc xint I'm OR BT 0 a n�` PRE 0 a, p�C 911 L xrf[2sm ewLowcwueco�:eLwlC PIIISBIdIG. Ci 61 ACCEarAIICE n0. 0 1- O] I Y: t y UAUL CUL211Y HOnIr ICATIEWS /II/ol j liATF RIAI VpC' Pnl Yeff- 6-?-" R 'Iml- Ills AnnFn PAff 5 cnnna nnrl to_ _ f2 A '00 SCREVS 10 LITE fROC L w1CRI4 LISP Z-10-OT R. lIR REVISRPIS MIE PARI AAHC: unrrRrY vnno r to[I Ir cr n HAIlt SCALE 'Y SYSTEMS 31-1029-EW-I SHEETA OF 6 RCVISI1CI11I1ER p OTHER DOOR .'CONr 16URW IONS 1. SIR• 1p Vr ... M• a1�Ir a1 w w b..Vi r w '•' X. w• Ir al�.r ..IK T rja W �• i a. i bw r W u T W _ K le 1 W •auk WL r rW r� O• K n.. N. VtMG 11 M 11 tT ® e[ VtK K ►.cua �j ei arir - ® • vr�� v VT w p r e.n• ben �L a Q� p�Vrpp u 1 I11 I 1 1 1 V- u �-•.-J OW K o-i... riL 1"}'1 U•.u�iL N � •+•i �i.y 1 .y 1 1 1 r. 1 u � W 1 •. ... r a.r :Y a1� • a1 Lr a1 v. w f1 V.• p.ya. »�� 1 1 w W W W[ Qy a w ® K tKK 11 Vr ti. K n•tae K r.up �V K a..U•L p ® - - Cc I•KK f w ® e 1 1 1 1 - r ri r ry• e wK I I 1 I 1 I 1 w-1 W i Ir• •+. W L 1 1 b• L w w W __ 1 u r. w L:' � M w AF-F9CWc'o AS CottFIYQfG W THE os«,tN�I 0 MMCoD BY fNa n PRI P T .0L DPASM eunnmGCODE Co►IpMCEOFF ACLEPC.NCE AO. 01- 0�Z 4 PIIIS F- 01 31-1029-EW-I SHEET 5 OF 6 XMIKN ILIIIY .J OTHER DOOR PANEL STYLES 36° MAX 79 /16u �� 0� no Ban U ON 00 an 00 04 MAC X p 0 D 0 Dan an 00 Dan BLANK IOP 6-PANEL 4-PANEL 9-PANEL 10-PA1gL ID -PANEL 4-PANEL OTHER SIDELITE STYLES 36u MAX 79�—© M �X .o a J SL-10 SL-20 SL-JD SL-60 SL-50 ' SL-50D SL-69A SL-69B [7 O QQ ao o. 0oQ 9 - 9"9 90 PD-1 PD-2 PD-J PD-4 PD-5 PD-6 PD-7 PD-H BOB QQ El °° °° _ FLUSH a -PANEL CROSSBUCK 12-PANEL 4-PANEL EYEBROV V/SCROLL EYEBROV ANEL 5 PANEL 5 PANEL V/SCROLL f-,CEHROV . 0 � a o o SL-65C 'SL-25 SL-55 SL-30D SL-40 SL-90A SL-90H 0o as as oo as PD-9 PD-10 PO-11 P042 PD-13 PD-14 �Q PD-ID PD-19 PO-2D PD-21 PD-22 PD-23 PO-24 PD 25 PO-26 PO-35 PD-J6 - PD-37 PD-JB PO-39 Pp-40 PO-41 PO-42 Ilia 111 �llli 1�1 � �u 111 tell 1'1 m ��1 �;.lp 111 111 i PO-29 i i . u . SL-90C SL-JOB SL-30C SL-70 SL-00 ao ❑❑ 'a PD-IS PD-16 PO-17 w w� � fw l N � � 1 0 0 0 0 0 o i�4 O W � 3 uO li PO-32 PO-JJ PO-34 a `l 31-1029—EW-1 SHEET 6 OF 6 avD®I lnu>< e , MIAMIDADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr-enldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •NIIANII-DADECOUNTY, FLORIDA NIETRO-DARE FL;AGLER SUIL•D.I,`'G BUILDING CODE CONIPLIANCE OFFICE ME RO-DAD13 FI.ACYLER 13UI1.1)INC, 140 wlis,r ri.Aci .Ii1t S'1Rlilil', SUf1'l: IGU 3 MIAMI. 1'1.01tIDA 33130-156.1 (305) 375-2901 I-AX (305) 375-290,S (:UNi'ILAC]'Ult I,1CI \tiI\C: sl:c-n0� (.103) 37S•2$27 141X (3Us).175•=� t� c:O-,,r riz:�c. raiz t•:syojzc:l:.,%It•:,� r t)t %•tslOv (3U3) 375-2'JGG 1�,\.\"(.tUt)175.29U� 1'I(01)t:c.'1' (:Us'I.nol.1mvislo.,; Your application for Notice of Acceptance (NOA) o(3os)37s•„Ju2 r.�1(aUs)37a•G3.lnof. Entergy G-S S-SV/E Outswing Opaque Single Nv/sidelitcs Rcsideuthil 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 Of' ice (BCCO) under the; conditions specified herein. This NOA shall not be valid after the expiratiomdate stated below, BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant f'or quality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it. is detcrnu.ned by BCCO that Ellis product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the nianufacturer. :�CCEPT.AnCE NO.: 01-0314.21 *< EXPIRES: 04/02/2000 haul tcoarlgdez Chief Product Control Division TI•IIS-ISTI-IE CON'ERSIiEET SEE.1I)DITION;II, PAGES FOI2 SPEClFICAiND GENERA1, CO -ND IT10,\S BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by [lie BCCO and approved by the Building Code and -Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. -APPROVED: 06)05/2001 Francisco J. QUIllt1111, R.A, Director l%liailli-Dade: Count' lluilding Codc; Compl'larlcc; Officc 09s00011pc2000%cmplateslnoLice acceptance cover page.dot Internet mail atldr•(!ss: 1)ostmastcr"'zl I)uildin;;cotJeOnlinc.conf ell;l� ltl buildin(1codCold ill c.corn Premdor Entry Systems ACCEPTANCE No.: '01-0314.21 APPROVED JUN 0 5 EXPIRES Aoril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Ac•ccptarce, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Sinale 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 (Entergy Brand) Wood Edgc Single Door with SidcIites in a Wood- Frames with Bumper Threshold (Outswing)," prepared by manufacturer, dated' 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp .vith the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIOtNS 3.1 This approval applies to single uni.t applications ofsingle door only, as shown i' approved drawings. 4. INSTALLATION -4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Krill not require a hurricane protcction systcnl. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copics ofthe approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcz, P.E. Product Con rol xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 0I-03I4:2 I APPROVED JUN 0 5 EXPIRES : _ April'02 2006 NOTICE OF ACCEPTANCE: STANDARD CO,\'DITIONS I . Renewal of this.Acceptance (approval) shall be considered after a renewal application has bccn filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: Miami-Dadc 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 111e South Florida Building Code affecting the evaluation of this product and the product is not in compliance with Mlle code changes. b. The product is no longer the same product (identical) as the one originally approved. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. i. The engineer Nvho originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. -I. Any revision or change in the materials, use, and/or nlanufactu*re of the product or process shall automatically be cause for tcmiination of this Acceptance, unless prior wriacn approval has been w' requested (through the filing ofa revision application with appropriate fee) and granted by this office. 5. Any of th'c followinIt shall also be grounds for removal of this :'Acceptance:, a. Unsatisfactory perfomlance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Mianli-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. If any poi-tion of the Notice of Acceptance is displayed, then it shall be done tin its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, %vhcrc 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 ti'mc. The engineer needs not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for terlilination and removal of Acceptance. 9. This Noticc of Acceptance consists of pages 1, ? and this last page 3. END OFTHIS ACCEPT NCE - Manuel crez, P.E., Product Co tTo Ex"1111111cr Produc enrol Division 3' 4' MAX 15' MAX O.C. 15' MAX 0 iC. 15' MAX O.C. A 15' MAX O.c. 15' MAX ['KLMIJUK . (LN I LHUY HAND) WU0D EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME' WITH BUMPER .THRESHOLD (OUT.SWING) 00' MAX 4' MAX MAX 3' MAX 4' MAX — MAX 7' MAX 3' MAX IS' 14' 3' MAX MAX T MA% 4' MA 7 14, [Pi 15' � MA7s.• � I9' .... MAX nNA 47 I /16' TOP OF DOOR TO 4 OF LOCH Ham'11100CL KVIKSET DCADBDLt SW SCRICI DR HARLa-1 MODCL B20. OEADBOL 1 M64 X I DLO ,; J r-5 112, MODEL OR RIOO a ]nB• i D+ lalazs 11"1.5 ' '5' 14.. tMIA6' AX MAX MAX MAXMAX4' MAX —7' MAX 3' MAXND TES: 3' MAXv000 BUO S BY OTHERS HUSi BE ANCHORED 4 MAX--, MAX 4' MAX RDPERLT TO TRANSFER LOADS TO THE STRUCTURE. THE PRECEDING DRAVINGS ARE INTENDED TO UALIFY THE FDLLOVING INSTALLAtIONS. VODD FRAME CONSTRUCTION WHERE DOOR YSTCM IS ANCHORED TO A MINIMUM TVO BY VDOO °ENING. MASONRY OR CONCRETE CDNSTRUCTIDN WHERE R!L OUTSVING L.H. OUTSVING MR SYSTEM IS ANCHORED TO A MINIMUM TVD BY 'RUCTURAL VOOD RUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE DESIG TOR SYSTEM IIS ANCHORED DIRECTLY TO CONCRETE va1CR PRESSURE R VRA vAIER INTIL1RAIlON fMBY VOOD ALICKTM R WITHOUT ANON -STRUCTURAL ouIRCYX I I[WILS IIEDED r RCDUIRCHCHI IS N01 NEEDED ALL ANCHORING SCREWS TO BE 110 VITH ivp ` + 41HUM I I/Z' EMBEDMENT INTO VCIDD SUBSTRATE T X 7/I6' PFH TAPCCWS'vfTH I t/B' MINIMUM EMBEDMENT f0 MASONRY t WIS SWILL BE 1HSIALLCA ONLY AT LOLAtIEMS PROfECIED Of A CAMPY OR . UNIT MUST BE INSTALLED VITH 'MIAMI-CADE COUNtr DVERNAN5 SUCH THAI III "AE BEIVECN III EDGE 0r• CAHOPY DR DVCR,,r, PROVED' SHUTTERS ID SILL IS LESS MAN 45 CCCREES U'IICSS UNIT IS INSIALLTD IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10'11ABIfABLE AREAS VID:RE THE UNIT AND IK AREA ARE DCSIUICD' 10 D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES ACCEPT VAIER WILTRAIIOM LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE qBS AND SIDELITCS. DOOR/SIDELITE HEADER. DOER/SIDEL1tE JAMBS, AND SIDELITE BASE mu ¢ alL uc INERS ARE COPED AND BUTT .AINEd Ha®a•V=an.III Om III1 )MRS SHALL BE PRE-PAINIED VITH A VATER-BASED EPDXY RUST ro. ITIVE �ANT VITH rILM THICKNESS CSTEDVin IA'RaQS SHALLBEPRE-PAItEDVTH AN ARYLCLAXATERSED/ �r. ER -REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF 08 TO 12 MIL tl I. tl not CADMIL SIiIL. co�CRCynxp TE: 3/16' PFH TAPCCWS MINIMUM EMBEDMENT -I/2' X 2' ;(APLES Sc EE NDie 5) A ©D 11/16' MAX --( —4' MAX MAX "�B x 1. 3/4- F.H.W.S 3i PER SIDE FROM JAMB INTO THRESHOLD APPADV ED A5 C011°LYING W I i i Irc SOUTH Fir', `DA BUILDING Da- JVN 1 DY /1/,I//v . ��',s /n PROCU T C ITROL Cr.15:x1 U BUILCW! CODE CO:.IPLIANCE CPFIE= ACCEiPTAIrCB No. 01 - CJ ;y. z r SHEET 1 �;. 1/2' ;LASS BITE CTION A -A � �KAX -SE GLAZING DETAIL U U T S W I N G OTHER CONFIGURATIONS a GLASS "''a cco ra CM-LYM rnm THE souni oAr- in PRO r ilR%DpASrni euxvwg CWE Cux&WXE ACC-FPW.-CF fio.0 i- O 3/ V. L i li 80 11/16" MAX EXTERIOR 79 5/16` MAX SECTION B-B 1 1/4, INTERIOR --' -- - - VOUD HEAD JAMB "IN! NUMBLR caHMEllIs - — COMPRESSION VCAIHERSIRIP EV-12 1 1/4' X 4 9/16- MIL. 10 BE PINE OR"EOUIvALENI W000 STRIKE JAMB W_ d CAN BRAND LOKccnl a 5U (0""N-- ILUHINUM-BUMPER THRESHOLD V- EN-13 1 1/4 X 4 9/16 fill. TO BE PINE OR EOUIV-LENt TOP CHANNEL PREMOUR BRAND OR EOUIVALENf - 1 I/4' 4 9/16' STIEL CW-05 PREMDUR BRAND - 1 11/16- - 20 GA STEEL N YIRFIILANE FOAM 26 91 tNU I.W4 -- T BK �ss rte gTOiE all aANI Q IT 301IBM CHANNEL BASF FOAM - DENSITY 2.0 10 2.5 lbs./Ft' 1000 LOCK BLOCK EV-04 PREMOOR BRAND - t 11/16 - 20 �! STECL EW-08 4• x 9 I/2' MIL r0 STRIKE STILE HINGE EW-07 BE PINE OR EDUIVALENI 15/16' x 1 11/16' MIL TU BE PINE STILE LOCK PREP FILLER.PLAIC EW-06 OR 15/16' X 1 11/16' MIL. TO BE PINE OR EQUIVALENT 4'x4' HINGE EW-09 PREMBUR BRAND - A50 THICK- MIL TO BEALENI POI YEIITYLE WOOD HINGE JAMB V-15 HAGER BRAND HINGE OR COUIV - .097 THICK (SILT 110 x 3/4' FJtW.S. _ 1 1/4' X 4 9/16' Mtl i0 pALEN! TO PI OR EQUIVALENI Il0 X 2' F.FLW.S. (4) SCREWS PER HINGE 0 MY Y1nlx0ta I n x L ' Prx IA°EIWS vnat0lul 1 6) S[RCvs 11 15 'lip-x 15' R IrEgAgFI[R�LIIC JA11/ Wt0 S10CLI1E, 4' NOVN FROG KI SIUCLITE WOOD STILE EV-07 REI[R 10 ELEVAHCH VIEV, FOR I S1wvS USED AHD LOCAFIDRS (g16' 00 x 2' FJtW.S. IS/X 1 11/16' MIL TU BE PINE ]R.EDUIVgLENT LOCKSEi (2).SCREVS AI EACH STRIKE PLATE 010 x 1 3/4' FJLV.S. KWIKSEi BRAND 2D0 LOCK OR HARLOC BRAND.100 LOCK (5) SFREVS IHiuM HINGE JAMB INto SIOCUIC JA - B' MAX 10' 0C THEREAFICR WVN FR@I tl 101 SCREVS 1102OUFM STRIKE JAMB LMrU SIDELITE MAX B• TJA11N, 4' pOvt{ TRpi 1TIC- THEREAFTER 4) SCREVS IIR UX; t EACM MTHGE IRIC M .MV WOOD SIDCLITE JAMB 1 1'/ Q • 22' X 64' SINGLE PANEL GLASS EV-IB i 1/4''X 4 9/16• MIL. i0 BE PINE OR ------CHI t - SIDELITE TRIM (WOOD) EV-19 EW-20 A AP N Ol YPROPTL T . - -16ti - TUUL- 5/16 x 1/2' WOOD CASING ® WOOD SIDELITE HEAD JAMB EW-21 MTL. TO 13 R I!9 . 1 „ INE OR EQUIVALENT FOR S10E BY SIDE 1A+BS• AS T41LIVAL N - T Twl S - © WOOD S10ELIIE BASE EV-22 - EV-23 1 1/4' X 4 9/16• HTL. TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME C-1643, DDL-2 11/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT HP Polypropylene X 11/2' PAN HEAD SCREWS by ODL I PIN NAIL ID PER FRAME lU aEuO 14 OC I APIE��� DOW SILICONE 4995 ]/1' If➢& TWL, 4' IR FRUIT ERN. mi 8' CC 11[RNI[R, IEII R1 ILLLOIS A110 IRI APFRl1`f ✓✓ASCO(IFLYCIGr.IwmE UHF �. 1ta. 0- E p BY PRO RROlOMSIDN 1 PII OUROWO CODE COf7111-CE OFFICE ACCEPTA116E N0�01- 031 V. z 1 AS . 31-1020-EW-O SHEET 3 OF 6 �VISUP LUID! D 1/4' SHIM MAX �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-O SHEET 2 OF 6 1 1/4' DOW SILICONE #995 j"r wry re cau-m %NTH THE SOUTH F� 0 f)ATE nl r � .� n>;nomyoH 911 9U10:10 CO^g COl(7LKHCE OFFICE P' I FCCEPT.4:-EHO. 01- 0 3/ v. L lua f.UUMIT IWllljCAilt QC Mi(i LC: 0.T mm_ wa su(v: w u'r 1-1020-EW-0 SHEET 4 OF 6. 91visal[lu 0 1 'L-I\ -.L-)uUI\ UUM IVUNH I IUJ�J. i' MAX. N 17 iAx h`[0 AS �Ik:%IYUM VRTM 1Ne V �� _7 MAX wx �wr•Ir���° e IT MAXPREMDUI raoa� T :rrcaorvrs,aT fll C •Cf1[FS�I Imcmrc cone co:aplwrcE OTn E F111SM IS .A:cErrA.weN0,01- o1Y=, Z Nqt 37 112' - �' MAX •' MAX 7' 7' MAX —"Ax - r-a U• MAX 4• nwx--I L oc is• MAX f oc 17• MAX 6c U' MAX of 17' W1x or_ IL�iJ L1. w.i 5 NAx 7' MAX 7' w MAX 1• "AI X 31-1o2o-Ew o SHEET S OF 6 FYISuI [[II[R u I HLK DUUK HANEL STYLES 36" MAX 19 �xl6° a0 1313 11013 OO n Duo MDall aao OLANK lOP a U❑o 4 -PANEL 4-PANEL 9-PANEL 10-PANEL fi-PANIL IB-PANEL OTHER SIDELITE STYLES 30" [—MAX 79 llj6:M. M. - M X d 0 SL-10 SL-20 SL-30 SL-60 SL-50 SL-308 SL-69A SL-69B oa oa . ao 00 . oo as PD-1 PD-2 PD-3 PD-4 PD-5 Pp-6 Pp-7 PD-8 fl E°a �QO ® Olu goo 00 Ao FLUSH O PAHCL CROSSBUCK 12 PANEL 4-PANEL ❑ ❑ a 5-PANEI 5-PANEL EYEBM V/SCROLL EYEBRUV 5-PANEL S-PANEL VVSCROLL EYEBROV QI .. I p .Q SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A 0o ao oa Qo aQ P0-9 PO-10 PD-II PO IZ PO-13 9 oa . PD-18 �l' P0719 PD-20 PO-21 PD-22 Pp-23 PO-24 PO-25 Pp-26 PD-27 PD-2B PO-29 PD-30 llAti Ul(SS BOI(D, SRAE 00 00 �0� and uou oo° o tp . Q ❑❑ oo � DZ .. h� PO-35 PD-36 PD-37 . PD-39 11 N Pp-79 Pp-40 PO-41 PO-42 PO-47 PO-43A 911 E UI[R'at PD-43B PINS [S 66762 -908 $ - SL-708 Sl-30C SL-70 f SL-QO QQ ❑❑ o PO-14 PO-15 PD-16 PO-17 0 4 w z PD-31 PO-32 PO-73 PO-34 Irr 31-102V W-Q SHEET 6 OF 6 . 14Yli6A lflgY FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: GEORGETOWN 4 BDR Builder: MARONDA HOMES Address: 1&p ClroWn (-AION U)&j Permitting Office: City, State: S"faNll� F:i, Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 _ _ SEER: 11.00 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 2095 fe c. N/A 7. Glass area & type _ a. Clear - single pane 192.0 ft' _ 13. Heating systems _- b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 40.5 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft' _ HSPF: 7.20 _ d. Tint/other SHGC - double pane 0.0 ft' b. N/A S. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 235.0(p) ft _ c. N/A b. N/A _ c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 1322.0 ft' -_ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 328.0 ft' _ b. N/A - c. N/A _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) I a. Under Attic R=19.0, 2297.0 ft' _ 15. IIVAC credits PT, _ b. N/A _ (Cr-Ceiling fan, CV -Cross ventilation, i c. N/A IIF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft _ MT.-C-Multizone cooling, i b. N/A o MZ-H-Multizone heating) I Glass/Floor Area: 0.09 Total as -built points: 29802 PASS Total base points: 30943 I hereby certify that the plans and specifications covered by this calculation are i compliance with the Florida Energy Code. PREPARED B - i DATE: MAY 2 3 2nm I hereby certify that this building, as designed, is i compliance with the FI a nergy Code. OWNER/AGENT: DATE: .1 � ,,,,,,,, Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. /BUILDING OFFICIAL: DATE: EnergyGaugeO (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 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 2095.0 25.78 9721.6 Single, Clear NW 1.0 6.0 16.0 37.74 0.97 587.4 Single, Clear NW 1.0 6.0 16.0 37.74 0.97 586.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 678.1 Single, Clear SW 1.0 3.0 5.0 52.82 0.82 216.6 Single, Clear SW 1.0 8.0 40.0 52.82 0.99 2092.6 Single, Clear NE 1.0 5.0 20.0 43.65 0.95 832.2 Single, Clear NW 1.0 4.0 10.0 37.74 0.92 348.6 Single, Clear NW 1.0 3.0 5.0 37.74 0.87 165.1 Single, Clear SE 1.0 6.0 32.0 56.64 0.96 1746.4 Single, Clear SE 1.0 6.0 32.0 56.64 0.97 1750.7 As -Built Total: 192.0 90042 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 328.0 0.70 229.6 Concrete, Int Insul, Exterior 4.2 1322.0 1.16 1533.5 Exterior 1322.0 1.90 2511.8 Frame, Steel, Adjacent 11.0 328.0 1.00 328.0 Base Total: 1650.0 2741.4 As -Built Total: 1650.0 1861.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 38.0 4.80 182.4 Exterior Wood 18.0 7.20 129.6 Adjacent Wood 18.0 2.40 43.2 Base Total: 56.0 211.2 As -Built Total: 56.0 268.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2095.0 2.13 4462.4 Under Attic 19.0 2297.0 2.82 X 1.00 6477.5 Base Total: 2095.0 4462.4 As -Built Total: 2297.0 6477.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 235.0(p) -31.8 -7473.0 Slab -On -Grade Edge Insulation 0.0 235.0(p -31.90 -7496.5 Raised 0.0 0.00 0.0 Base Total: -7473.0 As -Built Total: 235.0 -7496.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 2095.0 14.31 29979.5 2095.0 14.31 29979.5 EnergyGauge® 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 Summer Base Points: 39643.0 Summer As -Built Points: 40095.0 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 40095.0 1.000 (1.087 x 1.150 x 1.00) 0.310 0.950 14760.6 39643.0 0.4266 16911.7 40095.0 1.00 1.250 0.310 0.950 14760.6 EnergyGauge'I DCA Form 60OA-2001 EnergyGaugesWlaRES'2001 FLRCPB 0.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2095.0 5.86 2209.8 Single, Clear NW 1.0 6.0 16.0 12.23 1.00 195.3 Single, Clear NW 1.0 6.0 16.0 12.23 1.00 195.3 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SW 1.0 3.0 5.0 9.22 1.06 48.8 Single, Clear SW 1.0 8.0 40.0 9.22 1.00 370.2 Single, Clear NE 1.0 5.0 20.0 12.00 1.00 240.1 Single, Clear NW 1.0 4.0 10.0 12.23 1.00 122.0 Single, Clear NW 1.0 3.0 5.0 12.23 1.00 60.9 Single, Clear SE 1.0 6.0 32.0 8.34 1.02 272.8 Single, Clear SE 1.0 6.0 32.0 8.34 1.02 272.6 As -Built Total: 192.0 1970.1 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 328.0 1.80 590.4 Concrete, Int Insul, Exterior 4.2 1322.0 3.26 4309.7 Exterior 1322.0 2.00 2644.0 Frame, Steel, Adjacent 11.0 328.0 2.60 852.8 Base Total: 1650.0 3234.4 As -Built Total: 1650.0 5162.5 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 38.0 5.10 193.8 Exterior Wood 18.0 7.60 136.8 Adjacent Wood 18.0 5.90 106.2 Base Total: 56.0 265.8 As -Built Total: 56.0 345.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2095.0 0.64 1340.8 Under Attic 19.0 2297.0 0.87 X 1.00 1998.4 Base Total: 2095.0 1340.8 As -Built Total: 2297.0 1998.4 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 235.0(p) -1.9 -446.5 Slab -On -Grade Edge Insulation 0.0 235.0(p 2.50 587.5 Raised 0.0 0.00 0.0 Base Total: -446.5 As -Built Total: 235.0 587.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 2095.0 -0.28 -586.6 2095.0 -0.28 -586.6 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT Winter Base Points: 6017.7 Winter As -Built Points: 9476.9 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) 9476.9 1.000 (1.078 x 1.160 x 1.00) 0.474 0.950 5336.7 6017.7 0.6274 3775.5 9476.9 1.00 1.250 0.474 0.950 5336.7 EnergyGaugeTm DCA Form 60OA-2001 En erg yGauge®/FIaRES'2001 FLRCPB v3.7 1 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE I AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 . 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 16912 3776 10256 30943 1 14761 5337 9705 29802 PASS Ener'gyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded b all residences COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas '612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 600A-2001 EnergyGaugele✓FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.9 The higher the score, the more efficient the home. ELECTRIC,_ , , 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single family a. Central Unit 3. Number of units, if multi -family _ I 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? _ Yes 6. Conditioned floor area (W) _ 2095 ft' c. N/A 7. Glass area & type a. Clear - single pane 192.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 fe _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft' d. Tint/other SHGC - double pane _ 0.0 fP b. N/A 8. Floor types a. Slab-0 -Grade Edge Insulation R=0.0, 235.0(p) ft c. N/A b. N/A _ c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior _ R=4.2, 1322.0 ft' b. Frame, Steel, Adjacent _ R-11.0, 328.0 ft' b. N/A c. N/A _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2297.0 ft' 15. HVAC credits b. N/A _ _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft RB-Attic radiant barrier, b. N/A _ MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: MAY 2 3 2003 Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 4T� PT, a� Address of New Home: City/FL Zip: *NOTE. The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives iif you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at 1 vww.fsec. u f edu for information and a list ofcertified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) • Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO2301 23 CO CROWNLONYWAY CO ORLN-CRC GTNB4 RIGHT Fax (407) 321-3913 FL PE # 50068, GEORGETOWN B 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 37 Layout 12-9-02 H 12-6-02 Roof Loads - VT 4-11-01 H1 12-6-02 C/ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 H4 12-6-02 A 12-6-02 J 12-6-02 Al 12-6-02 11 12-6-02 A3 12-6-02 J1A 12-6-02 Total 33.0 psf A4 12-6-02 J1 B 12-6-02 A5 12-6-02 J1C 12-6-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A6 12-6-02 J1D 12-6-02 A7 12-6-02 ./ J2 12-6-02 t/ B 12-6-02 �/ J3 12-6-02 B1 12-6-02 J4 12-6-02 B2 12-6-02 J5 12-6-02 B3 12-6-02 J6 12-6-02 C 12-6-02 J7 12-6-02 C2 12-6-02 J8 12-6-02 C3 12-6-02 J9 12-6-02 (/ D 12-6-02 L 12-6-02 D 1 12-6-02 D2 12-6-02 D3 12-6-02 D4 12-6-02 D5 12-6-02 E 12-6-02 El 12-6-02 INV # DESC QNTY _ MAY 2 0 2068 DATE: 18331 EHUH26 9 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 18336 EHUH28-2 1 �SEAT PLATES 151 24-0 _ 1 26-0 ti 13-4 MAY 2 0 Z003 50-0 HI B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING !METAL PLATE CONNECTED WOOD TRUSSES ° is the responsibility ofthe installer(builder buildinpcontractor licensed contractor, 'ectororerection contractor) to properiyreceiye unload store handle install and 'ace metal otate connected wood trusses to protect life and prooerty, 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 tsed upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833.5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained 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. agt(4�, 1'7�� at.(T�'iryb n A!.X �i�i 'aAi1%I�]ractn should be no less IraIjya"1 S",.,r+u t r g trF`ay'rt>i� aP e �r bel. loll .connections b �r� r W►Tl of 2-16d nails. All F t .t^er°or less. AfE rl =_!Itl-ply Zed together in accor- l �,�•�'A�I�le-pK-�t4i ,Y vN „d. 1�."iw"' ��:r �;�;�9' ,tree�wi .. si �"• rai s`pn��r.t�a An-�ati�tiJn. STORAGE Musses should nofbeff. rough terrain or•un s %uhich coulCd ca'.!56, ie trl+`J. G` f �;;djl K 3I' I( lCd�f 1^ V x!� 9 •F77X 1 � 'y, 11Y.Y 1 Y'Y x i n y o.r�"a fss#ey�s�.b et ���1}}, yy{yTf,! t1�j� ,e �! E �: .��as.:s.: $��� .•:t•m�S.,F4 �. t �'.�,Au:�ity5i,; .,tV�hiMiJiu�'L •K,Y 1� Frame 1 i�Pi ilkt.;T In"S -,'djhb,- ?`,QA' e e Art � "PIP A Tag Lin( n racjng�.-s owri.:jjh;�,t trusses with similar CAUTIOM"'Te UT -,a r racing esire r.,Fangerright D'ecl --n dfin,'tbo`.' --C) ND AC I t G:B U ILb IN:dl N'T'E'Ab"'; R'l E Grou d brace erlicai -(,GBV) ;-Tor ING"Ektt910R.: Chord Typical vertical ftE,�j4V` Ill Sid - .ch—ni F Plan j Docking J. L — K4 4 Groun d d 5'..e Verticals (GBV) '\ Strut is T) ,nial tie member with a (Hr) Wtru.es of bra, oup of trusse (E 8) Frame 2 12 --I 4 or greater 0. se S o � ed can buckle Top chorda that are l=6hould C' tog eth er a nd cause cre la no dia go- nel bracing. Diagonauld benailed to the underside of twhen purlinsare attached to the ttop chord. Up to 28' 2.5 7' 17 12 Over 28' - 42' 3. 1 6' 9 6 Over 42' - 60' 3.0 15' 5 3 Over 60' See a registered professional engineer )F- Douglas Fir -Larch SP- Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required 1D' or Greater I Attachment Required - i1"dF� I re I' �P TOP�xCHOFiD1'"'I DI1iG�C+lAL BRACE i il,.ig Nlal I�� MINIMUM + i.ATEFlALh�BRgCE' SPICING (DB N SPAy� �IgII� +IillIa hTClhi �i�jl4 P $ACII�NO1'�'LBS)ii�li� ( ,1;'IN' i #i1 111% es� �iI�pt�I0IIG,In �11 .Il Ai�P�lliliy�RNI i� .II��4111�.¢I�IIIiIIi�I�Nlrl�l� lwIv:l :16111 -k,:' UP to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 1 6' 10 7 Over 48' - 60' 4/12 5' 6 4 f --- -- i - —yl-1— P-1—sipnal engineer DF - Douglas Fir -Larch SIP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Too Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10" or Gre Attachme Required „u PITCHED TRUSS Frame 3 SCISSORS TRUSS• T 4or gteater i, 16 .......... . . . . .......... . . . . . . . . . . . . If rX� y' .. .... .... . ..... ... .... OOTTOW CHORD �'! 1p BRACE E!IP�II����IIII+�I���u1NIlIJII!;I!I!�IV911RIP!gPH��lll!� . � I�'u UI6ul!!hell!hi!IICI!il!IIhn�IIIIIIIISi!IIII,h��lhli�����C�l I I,��:.: P Up to 4/12 15, 20 15 -48'- 7 Over 60' 4 Over6O' See a registered professional engineer . . . . . . . . . . Milt; ...'OVA 01112.41, Mgt b. ag jgalg-7p, WAINI"9dir,.`ieaF"vt.:xl'41 tip M m I' M'U)"W"y 4 ti 4t I r ac i n g r e p ci. eater each end of tile- Uijng ar�cf at 210, nt6r\ia IS, Z.4 1 4II 02 E:M B i I II I I I I; � -III I II I l i II I IiII 1 I I III I i 1 1 I I I i I i� I 111 I t 11 I� II.11 I I, II I 1 II , I II II II�ITOPIICHORDI II. "WINIMUtX1 LATERAL P,RACE Sf A�J' PITCH ail I SPACING(LBSI + W) :0 24' 3/12 g Over 24' . 42' 3/12 7 Over 42' - 54' 3/12 Over 54' See a registered professional engineer Lit-- uouglas t-Ir-Larch HF Hem -Fir 12 TOP CifORDlI I l;i DINGOPJAL BRACE SSPACINGtJG trusses] Si! SPFiHF 17 12 10 6 6� 6 4 SP - Southern Pine / rp' SPF - Spruce -Pine -Fir ' \ \ •..\ \ u''h{t r 6 )P r gu \F tlrl l' r�111 yC y ul� t t Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle I". ogc er' a nd cause collapse ifthere is no diag,o-nalbacing Diagonal bracing should be nailedo lhr. wuierslde of the top chord When purlinsre attached to the topside of the top chord. 10GIlO. TrllJSS',! PLUMB /\ \ greater All lateral braces lapped at least 2 truSJes. Continuous Top Chord Lateral Brace _ Required / 10" or Greater I ' J _L I� Attachment Required —'J °1 4Rtrr� f iIRC I 3iiUl ^ iQ [OlIG4V LillSG— r=Comrrlendai:OrS COUIC3 r'SLIf tr nl" ` severe, Pc orlal injury.or damage to trusses or buildings. LNS TALLAT.1, 0 TO LERA CEIS 1 I I I Truss I Depth D(in) j 1 ' Lesser of D/50 or 2" Maximum I plumb Misplacement Line D(in) D7501 III D(fi) • 12" 1 /4" 1 ' 24" 1/2' 2 36" 3l4" 3'� 4811 11, 4 60" 1.1/41, 5' I I-J'4 I. 96" 8• 108`' _ 2" 9' L(in) L(in) : _t200 L'(ft) ';; 50" 1 4" 4.2' 100" 1 /2" 8.3' 150" 3/4" j 12.5' Length L(in) Lesser of L/200 or 2" BOW L(in) Lesser of 11200 or 2" 200" 25011 1-1/4" 20.8' 300" 1-1 /2" OUT -OF -PLUMB INSTALLATION TOLERANCES. c OUT -OF -PLANE INSTALLATION TOLERANCES. ,Dart .�' u a�,r .tr��'•�s' ;�''`u"� - -q�,. - T"$ er v� ,r �r u � -' g,r; d .�.� ,. 7 Y � dj9�r,"a� � .i .- f I�, J;�F �4y`+� � (��� ��F' I• •ilJ_���? �{�I � _;3�'j�(Y �T'. '� I� .I'�a�ll +.Y.�td[ f �Y ` W1�^ sPlacetl4 r' ti usrotwlr~,e[i = r' 7a s d?i �l un, t .ry iylp M1r_:t +a, fir.. n1 t-i W t'YYrf° 8�.'. $a_'i r �1•� Y d V mm u ; ONE,]' ���J. Frame 6 MAROArDA sysm1 es 4005 Haronda Way Sanford, FL 32771 (407) 321.0064 Date: March 5, 2003 To: Building Department From: 1Vl;aronda Systems Torras Ponce Professional Engineer State of Florida #005006f1 Subject: Valley Trusses Fa-- (407) 321-3913 All valley Trusses labeled VT-1 thl-u 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. 4.II criteria of the valley trusses are noted on the ,eneral sheet. If you have any Questions please feel free to call at 407-321-0064. Stta��erely W4msPonce, P.F. Date: 3) 5f.3 rs•• �-OcClo., •,4:V • !r,,, '&1AF t1G �1; DESIGN INrORMATION This de,1gR Is for m Iadlvidual bwWtrt evmpnneirt and has hrrn tau g P-Aded by the dlent the der vn tnlvrmatJ.R airy re, ons7hW igner dtdattns P tyfordamage, as a result of fawty or tnoorreci loformallon; spcel(1rlUvna and/or dnlgm tummy Lied W mass s designer by the dleill and the -W_ ar aeeura-y w this tnh.mattom as R may relate to a SPn- eUk Plgca and neeepts ao responslbdity,y. eatelse, mo rnnhol ar11h recant I- bibrles- traa t>a t- strpmeot and itatan-tm. of tea. Tilts buss Gas 61. dnjp d as an LodlvWual huOdWg eoraPvamL m accordance.Ul AI OfM 1-1995 and fmS-97 to be tnenrpvra,, s Nrt ( the buudmg design by a Dullding Dclgncr heglslezul atehtled or profnslonal �Ulneed. when revicwul f-i apparnal by Ell. bulldtag de,lgn, the design tmdh,, *.Gmvn mwt be cheek_ m he sure that the data shown Out with the local btWdwg OMe,. rr-mrds for vh,d ar -noes lades. ProJecl spccUlatlnms or specut aPpnut Iaads Unlns ahvwn, tn•.. has ant.been des cad jor storage or —Panay Imds. The d-10, ass unn tamprmton el"ads (top or battam) arc esmUnu- O°'aty br—.d byea hlhtng unless vthv , Pctlally ottom SVhnC bch ". m d tenon ate tint nRy booed laleaany by a p_pa'ly applkd t16dd lhry abvuW be h--d at a mardmum o spacing of la-tr' Caavector - phte ahall be manWachired from 20 eaaga but dlppcd gal-.k d ate_, rhig ASITd A 659. Grade 40. ®less othemeavdae iu. FABRICATION NOTES Prim Io faht kal-O. the fabttrator sball review mnf�verify wtng to that thls dtawuig is Ill with the fahr4-alors Puns and to realtre a eoauoomg—Ponsmdlty for aueh vul- Oolloo. Any dla.aePanchs are 1. be Put In tutting before ahtlmg or faba-u_. Phi- ah-H mot be Imtalkd over Imolhvles, lmvts ar dblort_ gain. Members shall be nit for oeu th iw-1d to be mane beating. Con_ P I vcicd vn both face y- thc Onus with cans fury Inill0d_ and slaU he sym. atwut the Jotot railas oUtcnvlae sbowiy A Sx4 plate is S- aide z 4- IonW, A OuQ plate is 6• and. s e' I..g. Slots (hale,, ram P."U., to the plate length aPecdied. Double eilts an web nembas shall meet al the ,eubmu, af1h. web. wiles vihewbc shown. Connector plate sin are amen,$, sts<s based an the farce. shown and m y. need re, is We,_d for eett.m band_ hug and/air uee"mi srue_, Thla truss is not m be tab.-- -fib the rctarrlant trot_ lumber unless olhtassise ehuwm ForaddnL—I Infw�tlon act Quality Conttul rdQ to ANSIrm I -togs PRECAUTIONARY NOTES W bradngand enteum, reeommendatWos are o be followed in atsmrdanm wllh —11 ndIL g rc R.g & n Dbdof. 111"I. Tr,_,_ are ie Iorilorhr tare d,utng handle, laimi!Z —oTomg• pwary aynatnd Inspermanent taOatmn to avyd mhasenract,, noa stnlght and plumb pas_ Um tad for trzisting lateral forees shall he l_IP"d and lustan_ by others. caieful hand. 119 15 — MI and iTsrUon hJacing Is alavays ell lied. Normal pie .11,oary aenuo fr mssr. ttqukrs such Itmparmy h,actng during a6U-11ou beter a i n _ to avoid IvppN od d®maing. The aupervlulan of .teem— w r - -W be under the ooaunl of pewli s pedeneed m the Inslati o a of bruso. mf ssbnal advice .hall be caught If ueedeJ, oneentralbm nreo—trueltnm Inds greater n the datgu inot ch sh.0 nh appued to a at auy oa,n No' Wads otter [tan ire pght of we .—a— shall to aPPlled to „ssn ,mW .flee all fasleumg and tuaciag comptcta MARONDA SYSTEMS MONO VALLEY VALLEY TRUs COMMON VALLEY VALLEY TRUS6E3IiYP.I SUPPORTING TRUSS VALLEY TRUSSES(TYR) COMMO"GIRDER COMM.) VJO_- VALLEY SET IF LESS THEN 3-0-0 THEII MOVE DIAGONAL WEB TO iJEXT PANEL_ / 1Y4 on 4X6 5Y6 DIAGONAL WEBS ' o1 7Yfi REQUIRED WITH SPANS Yi4 GREATER THEN 26-0-0 316 214 2X4 3t6 1.4 1r4 2Y4 2X4 OR TRUSSES JY6 1 4t6 • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' D.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. € 2z4 OR TsA 4Xi0 214 316 316 OR an 14X6 714 TI: VT QTY:1 I#I WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE II) WHEN 110 DIAGONAL WEB PRESENT USE 2X4 PLA VALLEY MEMBERS AT 24. O.C. (TYPI tYl 3X6 I VARIES 2t4 L--1 UP TO T 12 2X4 214 31S L4AX. 6-0.0 O.C. (TYP) 3 2X4 UAX. TRUSS SPACING YAX. 6-0-0 O.C. )TYP) BELOW e� 4e • O.C. I® SPANS UP TO 60-0-0 is I TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 92 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) 1Od 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 IILCL 7 AS SROTVN PLA77sS .Al2r TL20 GA TESTM, PL'R ANSIfI PI ]=1995 Maronda Systehis 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE N(1fISM68 CODt, Slipport WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF MIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. I BRACING WARNING: Dncing shown oa this dlawing Is'lot ereetlon bmcing. u{nd bradog, portal bracing ar stmilar hnclog wb1rh Is a Part of the buIldmg de,tgn and wbldr must be eonstdered hr the LW dcslgnu, Oractng shown la for lateral support d bias members only to t_uee buckling length, Pnndslons must be made to anchor'at—' hrar3n, at elids'and specTllcd 10GItktllitls delvmlucd by the building desigari- AddRlntial b-cWg of UXe "=U structure may be rrr s9 Plate lnstnute. TPL fs loc:r..i s, coo n n '—.d. (See HIB-91 w TPII. Studs l( 6-0-0 D.C. Lng_ DWg: Dsgur: TLY Char: 7'C Live 16.0 psf '1'C Dead 7.0 psi BC Live 0.0 psi BC Dead 7 f) ,,,-F Truss ID: VT Dale: 4-1-1-O 1 DurFac - Lbr. 1.25 DurFoc - Pit: 1.25 O.C. spacing: 24.0" Desian C HfArin- TPI HIP BLOCKING DESIGN INF012MATION This dejoi is for an Individual buddbig —.,po—t and Las bezel Inse,l on Inju OWn p—lded by the client. The designer disebbus .ny'—p.varburry I., dm,.so .a a .es,vlt or vaulty or Incorrect bdutrmtion. speclllaUans and/or design' lu,nbbed to the tnlaa dnlg,rcr >)• the chef and the correctness or accuracy Ldonrwua.. .. n n.ay reI.,. 1 apo- :Uk proletl and accepts rla rn po;aOily or even'— no em,trol MU+ r.g., d to fabrt-- ton. haudib,g. shlryneut and hutalbuo„ of a. Thb rrv.n Iw baeo dnlgncd '- an i ndl.ldual building cmnponud In accordance r1h WSIrrpi I-IM and NOS-8? to be •olcA porn a s pnre or the building design I.q• a Hulldtr,g )-Igner (legbtncd nre1,11ed •,r profoslonal nttl„eeQ, lvhen re4—ed lur uppro.ai by the a,liding dolgl.cr• the rle.ign 4odlnaf -hon•n null be d,-),: to I,e awe Ibnt the dal. shot rc In rgrr2rrlcrd miU, the loot buUdtnq cod-. col cltmsUc Im,rds 1-1- nd or sn.- loads. mJceG-peeUlollons or speebl app;lcd Iwds. Id-s -fl-- Iruo loess non been deslgf,al for lorase or oceupane7• loads. The d-Ign assumes oolpra'lon dmn)s pop or t+ottoml am—.1irrr -1y bmecd by shau,b,g Lhansae peWlcd. Lvhere bolton, chonls in Icn'loll ..e of fully braced hlarallr by a properly ppued gW ceuu,g, lhcy should be brad rxsh..on spacing or I1y.0' I,— Cnnn-bur lanes shall Ine rn lufaelu,ed horn 20 gauge flat 1ppcd gab•mt-d.lcel '—,b.gAMtA'5]- nde 40. u.I.. tile—b. n. AQRICATION NOTES 'for to fablla Uon. ore fabrta,tnr shAU M.I_ J. dr _h,g I.. Lry Ilnl lhb d,.ning b In in(orrnance..Id, the lab,foi.n's plans surd to sure mnunuing ropon-Ibluer for .zed, .erf• atlon. Arty dbvepand- are to be pest h. rlttng be ro,c cultJng or fabdca Don. at- shall not be tr,sblled o.er knolllol-, .I. or dine," groin. ►Icrobeu shsU be eul r tight Illth,E rood to mood bewh,g. Con- ctnr Pill- -hall tro Ioc.lcd ors bnlh fScc- vC e truss a11h lulb hilly tmbcddtol and sh.11 be m..bow the Joint unless o111—ise shorn, A / .kale Is 5-wide x 4- long. A 6s3 rlatc b E- de x fr long. Slob (hot-) ...n panlld to e p6tt length -Pe wed. Oonbk orb on ,aeh -ben' -hall meet sl the ec t-ld vl if,...tbs 110, uthcnsbe shmm.. C—l—ivr plate 3U- e mlotn,w„ sues lured on the fmi slm,m d may need lobe b,ueased 1-1 cc,L m 11—d. If sod/or a 1p.n alroo..es. Tht. buss Fa nrot be rahrJolcd nIU, fire +ela,.6 nl hraled nbcr oldos mhembe .hmrn. ►or addlUon.1 .—U.. oin eualll)- Carbon, cicr to Hip GII�DCI� ANSI/TM 1-1095 RFCAUTIONARY 140TES br.ebtg and crcetron reco .d,,Uons zee be rollo.ced In oemrda nee ,Ith'linn•fiing Ixlib,g A 0raunbr•• IIIU•91. l'a.,s.o are to Ita„dkd aslin paNevinr — dr„b.g Landing J bundlb.g, .Idl.cry and b+'lallall.n to .cold age. Tonpor..y and pen..arunt b.acb.g haW b,g tne-o In a ahatgl,l and rl.unb Pv-. n and (ar robtb.g latml Inree' althe I 1p—d and Intoned by oth' -. CarJul hand-F' is-scnllal and ucdinn bracing Is .hs-a)V Qtd. Normal prrrauumail acU6n for so talubn such lunpotory bmcbng during 6Uatlan betocen truss- to acotd loppling I dmn,nwng. The svpmbb.0 or v Hd of u- -h.11 be lrnd- Utc con.bol of pcnola .de ... d In the bubllaUon of I, ._ fesslm,al adHce abaU Ile sought 0 needed. entra lion W eonslrueuan loads g.mly n the deslg.. brads shall nM y.i aprlled Iv so al any Unne. Na 4,ads ocher -flan the . GI,I of the trr.,elar. alroll Iv; al•1•ll.•1 In Ise nnul niter all laslcnby;•vvl hncing w l.plcicd, �• MARONDA SYSTEMS i 2x OF WO: I•IIT'DUAIL 11:1-11P 611Y:1 DLOCKING ADDED TO TOP CHORD STEP NIP TRUSSES TO S1-IORTEN. OSQ• NOT TO EXCEED 24110_C.. 0 K. NAILED TO TRUSSES WI @ -12." ON CEN_ STAGGERED PRE-ENG'D TRUSS T01' WALL OF BUILDING TYPICAL BLOCKING 17OR SUEATI-IING ON STEP I/Tfps WARMING: READ ALL N01ES ON THIS ShJEEI-. �v 4•ic�[ OII(�i ��S��I11S A COPY OF 11-IIS DRAWING TO BE GIVEN TO ERECIING CONTRACTOR- 4005 MARONDA WAY BRACING WARNING: SANFORD, FL- 32771 Fax (407) 32 L-39131 ll c"'I o on 161f d—lnq Is not crc. Uon bn.dn¢. Mnd bndnq, rnncil bn Jng nr slnd6r bncung .•bleb is a pa,t ul the building dnl¢n and nlddn must be musldered 11 the b. du,g dntenv- sho,•n b for kter+.l r(,4�07)C321-00r.64 TOMAS PONCE P.E.nude l L 0nchig suprort u(truss mu,rbers -rill• to reduce buckling length. Proc�lmn Invst be lv anchor Ialcralb acb.p.l nols. nd spcelned 1•reatlon'detcnn I, LICENSE NOOSOCLO 1090 GftEErl6rtt)Ott R.Ov1E00,FL37 i66 by U.e buUdb.g designer. AddlUon.l braehtg of We oveuait st"el6l. Ina t. be lequfred, I,cicc 1110.9t of "I rU. nms' rltt 11,sulate, Tpl, b I_,d ., ssa 0;0_. ,la od•�' N-dbw,, telsrnn'In tsrrs S7r141. ling- Job: —�....o D Iv g: Usgur: TLY CIII, T:C u-pe 16-U psr 1'12 De:ld TO psr BC Dive 0.() psr LC Dead 10-0 psr TOTAL 33. •- "" ✓�-/rill. Truss ID: 1111' Dale: 10-20-00 DurPac - LUr: 1.25 Duffac _,I'll: 1-25 O-C. Spacing: 24_0rt Design Criteria: Nll Code Desc: %t-n.0 -in nn 1-1,l r,.. JB: GEORGETOWN 6 4A"__': 10# UPLIFT D.L. WO: GTNB4 ' WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cllent. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information• specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific pmect and accepts no responsibility or exercises no control with regard to fabrica- tion• handling, shipment and tnsta0ation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archliect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of I(Y-T o.c Connector plates shall be manufactured from 20 gauge hot dipped 9-1vantred 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 N conformance with the fabricators pivu and to realize a continuing responsibility for such ven. fixation. Any discrepancles are to be put In writing before cutting or fabrication. Plates shall not be installed wer knolholes, ..is or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the pule length speeilled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant trcated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling Installing d Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and 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 muses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervtslon of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professtonal advice shall be sought If needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 720# Support 2 826# MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.59" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.29" RMB = 1.15 9-9-2 0-4-7 0-7 TI: A QTY:3 MULTIPLE LOADS -- This design is the = __= _ ---Joint Locations=====________�_ =1) colntposite result of imiltiple loads. 0- 0- 0 5) 23- 9-12 9) 26- 8-13 All COMPRESSION Chords are assumed to be 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 continuously braced unless noted otherwise. 3) 12- 1- 4 7) 35-11- 8 11) 9- 2- 3 WndLod per ASCE 7-98, C&C, V- 125mph, 4) 17-11- 8 8) 35-11- 8 12) 0- 0- 0 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- Bld Type- Encl L= 50.0 ft W= 36.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 3-12 1186 73 -720 BOT PIN Impact Resistant Covering and/or Glazing Req 35- 7- 8 1233 0 -826 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -3629 0.73 2- 3 -3431 0.74 3- 4 -2546 0.54 4- 5 -2546 0.56 5- 6 -3439 0.74 6- 7 -3640 0.71 ..BC ... FORCE ... CSI 12-11 3281 0.99 11-10 2956 0.77 10- 9 2959 0.77 9- 8 3292 0.98 17-11-8 18-0-0 1 2 3 5 6 7 6.00 0 4X6 3X8 %'%U 3X8 3.00I 3.00 9-4-3 0-4-3 080 i 17 4-011 174-0 1 11 10 9 8 1186# 7.50" 8.00" 1233/t �' 35-11-8 1-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 () RO-11-11)scale = 0.1813 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VA.WMSA DROVIEDOXI-32766 Design: Matrix Analysis WAKNIMi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. [See 1116.91 of 171). (Truss Plate Institute, TPI. Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEF_-LOKUOBSI(.TNB4 Eng. Job: Dwg: Dsgur: TLY Chk: j Truss ID: A Date: 12-06-02 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: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:09.05.02- 16058- 5 TICS: 084.20.02 DESIGN INFORMATION This design is for an IndMdual 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, spedBcaUons and/or designs furntshed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrim- Uon, handling, shipment and installatlon of trusses. This suss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow leads. project spectflcauons 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 specllled. Where bottom chords in tension arcerly not fully braced laterally by a propapplied rigid ceiling, they should be braced at a maxhnum spacing of 101-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galmnazed steel meeting ASFM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawl" is in conformance with the fabricator's plans and to realize a conUnuing responslhWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ccnUold of the webs unless otherwise shown. Connector plate sixes 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 floe retardant treated lumber unless otherwise shown. For additional lnfornallon on Quality Control refer to ANSI/7pl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc 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 bmeing 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 s essential and erection bracing is always required. Normal pme uUonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons expenenced in the Installation of trusses. Professional advice shall be sought If needed. ConcemmUon of conslrucUon loads greater than the design leads 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 bmcing s completed. JB: GEORGETOWN B 4AC: 1011 %'�*. :T D.L. TOP CHORDS: 2x4 SP #2 2x4 SP #1 D 1,4 BOT CHORDS: 2x4 SP #2 2x4 SP #1 D 1,4 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 730# Support 2 736# MAX LIVE LOAD DEFLECTION: L/999 L=-0.37" D--0.40" T=-0.77" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.56" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.27" RMB = 1.15 I 9-4-3 0-4-7 3•00 I WO: GTNB4 MULTIPLE LOADS -- This design is the composite result of niultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125=ph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 50.0 ft W. 35.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI 1- 2 -3742 0.86 2- 3 -3494 0.69 3- 4 -2565 0.52 4- 5 -2565 0.53 5- 6 -3472 0.71 6- 7 -3711 0.93 ..BC ... FORCE ... CSI 12-11 3372 0.92 11-10 2986 0.77 10- 9 2978 0.77 9- 8 3339 0.95 4X6 TI: Al ___ = _=== ====Joint Locations============a== 1)0- 0- 0 5) 23- 9-12 9) 26- 8-13 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 3) 12- 1- 4 7) 35- 9- 8 11) 9- 2- 3 4) 17-11- 8 8) 35- 9- 8 12) 0- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1183 12 -730 BOT PIN 35- 8- 4 1179 0 -736 BOT H-ROLL 0 I 3.00 4AD 9-4-3 0-5-3 T_ 0-7 060 11, 174-0 174-0 1 ]] 1 1183X 7.50" 9 I 8 1179# 2.50" 35-9-8 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1872 LMaronda Systems WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: g Truss ID: Al Date: 12-06-02 4005 MARONDA WAY TC Lave 16.0 psf DurFac - Lbr: 1.25 SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bmcing, wind bmchi& portal bracing or similar bracing which s a part 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 mennbers only to reduce buckling length. Provisions must be BC Live 0.0 par O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing 8 of the a emstructure may be required. (See HIB-91 of TPq. BC Dead 10.0 psf 9 n Criteria: TPI LICENSE #0050068 rrnrss Plate Institute. TPI, is located at 583 D'Onofno Drive, Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DR.OVIEDOXI-32766 nrr,en Ai it it Ann10 , ,nn n,.-... .. ............,. .,. _,-�.._. TOTAL 33.0 psf V:0 .05.02- 160 - 5 ffCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclairns any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrira- tion, handling, shipment and Installation of trusses. This truss has been designed as on 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 budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously bmeed 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 plate shall be manufactured from 20 gauge hot dipped pt antwd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veNy, that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- fiaation. 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 0tUng wood to wood beruing. Con- nector plates shall be located on both faces of the truss with nods fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Qx8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be increased for certain hand- ling and/or erection stn sses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infornatian 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 art 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 resisttng lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice stall be sought If needed. Concentration of construction loads greater than the design bads 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. _ORGETOWN B 4AC: 10# UPLIFT D.L. TOP'CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,6 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 854# Support 2 908# MAX LIVE LOAD DEFLECTION: L/999 L--0.40" D--0.41" T=-0.80" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.59" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.29" RMB = 1.15 9-3-2 0-4-3 0.8 WO: GTNB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C6:C, V= 125niph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 50.0 ft W. 36.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3637 0.71 2- 3 -3474 0.69 3- 4 -2569 0.59 4- 5 -2472 0.46 5- 6 -2569 0.60 6- 7 -3473 0.69 7- 8 -3637 0.73 ..BC ... FORCE ... CSI 13-12 3285 0.97 12-11 3025 0.82 11-10 3024 0.82 10- 9 3285 0.97 4X6 4X6 TI: A3 9TY:1 __=_= __ _=====Joint Locations=====_===_==_== 1)0- 0- 0 6) 24- 6- 4 11) IS- 0- 0 2) 5-11- 9 7) 30- 0- 7 12) 8- 8-11 3) 11- 5-12 8) 36- 0- 0 13) 0- 0- 0 4) 17- 0- 0 9) 36- 0- 0 5) 19- 0- 0 10) 27- 3- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1233 88 -854 BOT PIN 35- 8- 0 1233 0 -908 BOT H-ROLL 3X8 #AD 3X8 3.00 I 13.00 8-10-3 0-4-3 __L I 080 1 174-0 11 174-0 11 1 12 11 1 1234# 8.00" 10 9 1-0-0 1234# 8.00" (RO-11-11) I 36-0-0 _(R a11-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763 Lmaronda Systems 4005 MARONDA WAY SANFORD, fL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Mardr Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. Ism HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITFF-L0KU08SIGTN84 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf •, v. �Y1 Truss ID: A3 Date: 12-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: GEORGti, - . B 4AC: 10# UPLIFT D.L. WU:.:.::. 4 WE: bESIGN INFORMATION Thh design h for an individual building component and has been based on Information provided by the client. The designer disclatms any responsibility for damages as a result of faulty or incorrect Information, speclflrnUons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as a 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 mats has been designed as an Individual building component in accordance with ANSI/TPI 1-19M and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local cWmtic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced nt a maximum spacing of 1(Y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahaniud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricatoYa plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag 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 h 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centruid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shorn 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 otherwtse shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% _ PRECAUTIONARY NOTES Ali bmcing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing-. III13-91. Trusses are to be handled with particular care during banding and bundling delivery and Imtallation to avoid damage. Temporary and permanent bracing for holding tosses in a straight and plumb pos- ition and for costing lateral forces shall be designed and totalled 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 misses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Coneentmtlun 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 ail fastening and bracing is completed. TOP CHORDS: 2x4 "'SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,6 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 825# Support 2 755# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.32" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB = 1.15 9-3-2 04-3 MULTIPLE LOADS -- 'rnis design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 50.0 ft We: 35.8 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .TC ... FORCE ... CSI 1- 2 -2137 0.50 2- 3 -1997 0.35 3- 4 -1560 0.32 4- 5 -1845 0.36 5- 6 -2331 0.39 6- 7 -2684 0.56 7- 8 -3497 0.67 8- 9 -3674 0.64 ..BC ... FORCE ... CSI 16-15 1853 0.63 15-14 1631 0.44 14-13 1923 0.46 13-12 2254 0.58 12-11 3046 0.81 11-10 3324 0.95 is A4 QTY:1 ___ = = =Joint Locations===-== 1) 0- 0-====---- -- 0 7) 24- 6- 4 13) 17- 0- 0 2) 5- 3-15 8) 30- 0- 7 14) 14-11- 0 3) 10- 1- 8 9) 35-10- 0 15) 7- 8-12 4) 14-11- 0 10) 35-10- 0 16) 0- 0- 0 5) 17- 0- 0 11) 27- 3- 5 6) 19- 0- 0 12) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1236 11 -825 BOT PIN Type 35- 8-12 1174 0 -755 BOT H-ROLL 17-0-0 2-0-0 L, 16-10-0 1 2 3 4 7 8 9 0000 5X8 4X6 JAD Ie - 74-8 3X8 12.00 I1 3.00 8-10-3 0-5-3 P09 rl 14-11-0L 4-1-0 164-0 16 15 14 13 1 11 p 1-0-0 1236# 8.00" 1175# 2.50" 35-10-0 Cd) A S (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1819 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOYL32766 WRKNINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing wind bracing, portal bracing or slinllar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provislons must be made to anchor lateral bracing at ends and specified locations determined by Lite building designer. AddiLloml bmcmg of the memll suucture nwy be required. (See HIB-91 of TPg. rrruss Plate Institute, TPI, is hated at 583 D'Onofno Drive. Madison. Wisconsin 53719). Eng. Job: WO: GTNB4 Dwg: Truss ID: A4 Dsgnr: TLY Chk: Date: 12-06-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09-05-02- 1 AnAO- 5 HCS: 08.20.02 ' 'EORGETOWN B 4AC: 10# UPLIFT D.L. WO: GTNB4 WE: %: TI: A5 9TY:1 DESIGN INFORMATION Trr -=,ORDS: 2x4 SP #2 Mtruliv ai6 LOADS -- This design is the ==__ __ =====Joint Locations============.== This design is for an Individual building Bar CHORDS: 2x4 SP #2 ccuiposite result of umltiple loads. 1) 0 0- 0 7) 25-10- 4 13) 18- 0- 0 component and hut. en Thedsedon nerdis hams WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 3- 9 8) 30- 8- 7 14) 15- 0- 0 provided n the yfor Thedesignerdisclaims WEDGES: 2x4 SP #2 any rnponslbWty for damages asa result of continuously braced unless noted otherwise. 3) 10- 1-12 9) 36- 0- 0 15) 7- 8-11 faulty orincorrect inromwtwn,spectncntiom WndLod per ASCE 7-98, C&C, V- 125mph, 4) 15- 0- 0 10) 36- 0- 0 16) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 5) 18- 0- 0 11) 28- 3- 5 by the client and the correctness or accuracy Support 1 886# Bld Type- Encl L= 50.0 ft W- 36.0 ft Truss 6) 21- 0- 0 12) 21- 0- 0 of this information as Itmay relate to a spe- Support 2 932# in END zone, TCDL- 4.2 Sf, BCDL= elfcproject and accepts nonespomibWtyor MAX LIVE LOAD DEFLECTION: P 6.0 psf ----MAX. REACTIONS PER BEARING IOfATION----- e cmises no control with regard to fabric-- L/999 Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type lion, handling, shipment and Installation of 0- 4- 0 1234 87 -886 BOT PIN trusses. This lrarsahas been designed asan L=-0.40" D=-0.42" T=-0.82" ..TC...FORCE...CSI ..BC...FORCE...CSI 35- 8- 0 1234 0 -932 BOT H-ROLL Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3594 0.70 16-15 3236 0.94 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T. 0.58" 2- 3 -2924 0.69 15-14 3146 0.78 assign of the building design by Building -Designer MAX -HORIZONTAL LIVE -LOAD DEFLECTION:- - 3- 4 -2924 0.59 14-13 2628 0.67 (regislercd arcfinecL or profess�al• engtneed. When reviewed for approval by the T= 0.28" 4- 5 -3201 0.58 13-12 2628 0.67 building designer. the design ioadlrgp shown 5- 6 -3201 0.58 12-11 3145 0.78 must be checked to be sure that the data shown RIAB - 1.15 6- 7 -2924 0. 61 11-10 3236 0. 94 are in agreement with the local building codes. 7- 8 -2924 0. 66 local climatic records for wind or snow loads, project specifications or special applied loads. 8- 9 -3594 0.73 Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped g l%-I.ed steel meeting ASLM A 653. Grade 40. unless otherwise shown. 15-0-0 6-0-0 11 15-0-0 FABRICATION NOTES 1 2 3 5 7 8 9 Prior to fabrication. the fabricator shall review r- this drawing to verify that this drawing is in 6.00 conforra mce with the fabricator's plans and to realize a continuing responsibility for such veri- 5X8 2X4 5X8 ficalion. Any discrepancies are to be put In _ willing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut 3X4 2X4 e located for tight fitting wood to wood bearing, Con- nector platshall be loted on both faces of the true with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A &e8 plate is 6' 8-3-2 6X8 6X8 7-10-3 wide x 8' long. Slots (holes) run parallel to % T 6X8 3X4 the plate length specified. Double cuts on web 3X4 members shall meet at the centrukl of the webs unless otherwise shown. Connector plate sizes 04-3 are minimum sizes based on the forces shown 6X8 04-3 and may need to be Increased for certain hand- 6X8 ling and/or erection stresses. This truss is not to benwith i 4'4-0 treated e retardant tced 3X8 lumberr unlessless otherwise shown. For additional � 4X6 Information on Quality Control refer to 4X6 ANSI/TPI 1-1995 3X8 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bmcing", HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- 8ng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 3.00 I 0-8 13.00 080 174-0 1, 174-0 11 i 15 14 13 12 110, �1-00 1I234J8.00" 36-0-0 1234# 8.00" 1-0 (RO0�(� 1_ll) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 wN►ItnIMV: 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 bmcing. 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 or truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIM I of 7Pq. rrruss Plate Institute. TPI, is looted at 583 D'Onnfno Drive, Niadison. 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 Truss ID: A5 Date: 12-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 09.20.02 "IGN INFORMATION L/LJ This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbdity 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 taformation as It may relate to a spe- cific project 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 component in accordance will ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Buflding Designer (registered arehltecl or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data sh- am In agreement with the local budding coda, local cllmatic 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) arc contlnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rtod ceWng, they shoukt be braced at a maxlmum spacing of 10'-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvantrid steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall mvtew this drawing to veiny that this drawing is In conformance with the fabricator's plats and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates; shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shad 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 cuts on web members shad meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are mtntmm usins based on the force shown and may need to be Increased for certain hand. Iing and/or erection stresses. This Wss 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 revmunendatlons arc to be followed In accordance with 'Handling InstaWng @ BraclaC. HIB-91. Trusses arc to be handled with particular care during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracers b always required. No -I precautionary action for trusses requtres such temporary bracing during insia8atlon between muses to avoid toppling and dominoing. The supendsion of erection of trusses shad be under the control of perwns experienced in the installation of lasses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to tresses at any time. No loads other than the weight of the erectom shall be applied to trusses until after all fastening and bracing is completed. JB: GEORGETv'. - .:4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 -' 3; ' •#2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 848# Support 2 816# MAX LIVE LOAD DEFLECTION: L/999 L_-0.29" D=-0.30" T_-0.59" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.35" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.17" RMB = 1.15 0 8-3-2 0-4-3 WO: k71. _:_ ' i WE: MULTIPLE LOADS -- •rn19Maas* is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 50.0 ft W= 35.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2131 0.52 2- 3 -1986 0.43 3- 4 -1541 0.41 4- 5 -2572 0.57 5- 6 -2944 0.55 6- 7 -3525 0.62 7- 8 -3636 0.67 ..BC ... FORCE ... CSI 14-13 1848 0.63 13-12 1634 0.48 12-11 1569 0.45 11-10 3162 0.87 10- 9 3280 0.92 5X8 4X6 .... ►6 QTY:1 - ==Joint Loc:4 ions==_==_______�== 1) 0 0- 0 6) 25-10- 4 11) 21- 0- 0 2) 5- 4- 5 7) 30- 8- 8 12) 15- 3- 8 3) 10- 2- 2 8) 35-10- 0 13) 7-11- 0 4) 15- 0- 0 9) 35-10- 0 14) 0- 0- 0 5) 21- 0- 0 10) 28- 3- 6 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1236 32 -848 BOT PIN 35- 8-12 1174 0 -816 BOT H-ROLL .3-f /-o 7-0-0 �1 _7.53 JI 3.00 0-5-3 5X6 t 3X8 7-10-3 060 15-3-8 5-8-8 14 14 4-0 1236N 8.0011 13 1 11 10 9 1-0-0 1175# 2.50" Cd%#; ) A ES (8) 2X4 35-10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 ■ WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GTNB4 LMaronda SystemsA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A6 CONTRACTOR. Dsgiir: TLY ITC Chk: Date: 12-06-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SA NFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is apart of the building design and which must be considered by the building designer. Dead 7.0 psf DurFae - pit: 1.25 (407) 321-0064 Fax (407) 321-3913 Bracing shown b for lateral support of truss members only to reduce buckling length. Provisions must be BC Live ().() 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. Addltlonal bracing of the metal] structure may be required. (see HIB-91 of'n l). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 ffruss Plate Institute. TPI, is located at 583 D'Onafrlo Drive. Madison. Wisconsin 53719). .1 Code DASC: FLA IMS VANNE-SA DR.oVI6DO.F1-32766 TOTAL 33.0 psf V-Q 05 V : Design: Mmrir Analysis JOB PATIj: C:ITEE-LOKUOBSIGTNB4 0.05.02-6062- 2 _ DESIGN INFOkMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer dlsclahns any -ponslbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no mponsil ility or exercises no control with regard to fabrioa- 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 part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loading shown must be checked to be sure that the data shown are in agreement with the bnl building codes. 1-1 climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy Imds. 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 ASTM A 653. Gmde 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. B©tlon. Any discrepancies are to be put in wrlting before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with aLLs fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5- wide x 4- long. A Gx8 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 centmid of the webs unless otherwise shown. Connector plate slur 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 fabnnted with fire retardant treated lumber unless otherwise shown. For additional informaallon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses ate to be handled with particular care during banding and bundling, delivery and Wtallatfon In 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 tempurmy bracing during Installation between trusses to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Prdessloal 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 alter ail fastening and bracing is completed. JB: GEORGETOWN B 4AC:' I, :.. r' LIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,3,4,5 WEDGES: 2x4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 50.0 ft W= 35.8 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=-0.30" D=-0.32" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE L40AD DEFLECTION: T. 0.18" RMB = 1.15 0 7-3-2 0-4-3 WO: GTNB4 �. Continuous lateral bracing att3Ched'to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace Waist extend at least 90% of web length 2x6 Brace required on any web over 141-0". All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 879# Support 2 850# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2123 0.54 16-15 1835 0.60 2- 3 -1717 0.50 15-14 1833 0.47 3- 4 -1585 0.41 14-13 1473 0.40 4- 5 -2942 0.43 13-12 2240 0.63 5- 6 -2943 0.56 12-11 2800 0.69 6- 7 -3168 0.84 11-10 3336 0.85 7- 8 -3671 0.68 10- 9 3315 1.00 5X8 3X6 2X4 5X6 - f- 4-5-2 a 12.00 I �16 15 14 13 1236# 8.00" 1-0-0 CCf�) A S (4) 2X4 35-10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNES5A DROVIEDOXI-32766 Design: Mdtris And(ysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmctn& wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of time overall structure may be required. [See HIB-91 of TPII. frruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH. C.1TEE-L0KV0BSIGTNB4 TI: A7 = - == ===Joint Locations i:;�==___�__ 1)0 0 0 7) 29- 3- 5 13) 17-10- 6 2) 6- 9- 4 8) 35-10- 0 14) 13- 0- 0 3) 13- 0- 0 9) 35-10- 0 15) 6- 9- 4 4) 17-10- 6 10) 29- 2- 9 16) 0- 0- 0 5) 20-11-12 11) 22-10- 8 6) 23- 0- 0 12) 20-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1236 36 -879 BOT PIN 35- 8-12 1174 0 -850 BOT H-ROLL I 3.00 Eng. Job: Dwg: Dsgar: 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 6-10-3 0-5-3 1AD 3X8 1�175# 2.50" 1 scale = 0.1819 B Truss ID: A7 Date: 12-06-02 DurFac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 16063- 5 HCS: 08.20.02 JB: GEORGETOWN<B:4AC: 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 responsibility for damages as a result of faulty or Incorrect information, apeclflotlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfor nation as It may relate to a spe- cific project and accepts no responsibility or exeroises no control with regard to fabri©- tlon, handling, shipment and tnslallaUon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/T'PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engincerl. when reviewed for approval by the building designer, the design hidings shown most be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of HY4r o.c. Connector plates shag 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- Bcallon. Any discrepancies are to be put In writing before cutting or fabrtcation. Plates shag not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood in wood bearing, Con- nector plates shall be located on both faces of the true with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the webs unless otherwise shown. Connector plate sins are minimum sires based on the forces shown and may need to be increased for certain hand- ling and/or erection strewn. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional rm Infoation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AS bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing". 1118-91. Trusses are to be handled with particular care during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding truss- in a straight and plumb pm- Itbn and for resisting lateral forces shall be d-Igned and Installed by others. Careful hand. Ling is essential and .-Uon bracing is always required. Noma] precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toPPUn and dammomg. The supervision of erection of trusses shall be under the control of persons experienced In the installation of truss-. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any ttme. lo ads ads other than the weight of the erectors shall be applied to tnrsses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP 12 BOT CHORDS: 2x4 SP #2 D 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES- 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 914# Support 2 962# MAX LIVE LOAD DEFLECTION: L/999 L=-0.39" D=-0.40" T=-0.80" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.56" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.27" RMB = 1.15 7-3-2 0-4-3 WO: GTNB4 WE: MULTIPLE LOADS -- This'design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 50.0 ft W= 36.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req •.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3614 0.69 13-12 3257 0.95 2- 3 -3180 0.82 12-11 3287 0.79 3- 4 -2817 0.57 11-10 2972 0.83 4- 5 -2817 0.57 10- 9 3286 0.79 5- 6 -3179 0.81 9- 8 3256 0.95 6- 7 -3613 0.72 TI: B QTY:1 =_ ==Joint LocaEion=====_ s======e== 1) == 0-0- 0 6) 29- 3- 5 11) 13- 1- 8 2) 6- 8-11 7) 36- 0- 0 12) 6- 9- 7 3) 13- 0- 0 8) 36- 0- 0 13) 0- 0- 0 4) 18- 0- 0 9) 29- 2- 9 5) 23- 0- 0 10) 22-10- 8 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1234 120 -914 BOT PIN 35- 8- 0 1234 0 -962 BOT H-ROLL 13-0-0 1, 10-0-0 11 13-0-0 1 2 4 6 SX6 3X4 5X6 0 6-10-3 0-41y-3 __TTL 1 15-5-0 ixA 3.00 1� 3.00 0-8-0 080 1 - 12-5-8 9-9-0 12-5-8 1 12 11 I 1234# 8.00" 10 9 8 1-0-0 1234# 8.0011 36-0-0 I 10-0 cdi-A�) A S (16) 2X4 ("(ROo_1-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.PL32766 Design: Matrix Analysis WAKNIN(j: 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 wruidered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltbnal bracing of the overall structure may be required. (See HI13-91 of TPB. rrnsss Plate Institute.MI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PA771: C:ITEE-L0KU08SIGTNB4 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 Psi TOTAL 33.0 osf Truss ID: B Date: 12-06-02 DurFac - L15r: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 i® JB: GEORGETOWN B 4AC: 10# UPUi i D.L. DESIGN INFORMATION This design Is for an Individual building component and r has been based on Infomation provided by the client. The designer diselaans y 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 rebte to a spe- clfle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This taus has been designed as an Indh•Idual building component In accordance with ANSI/Till 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional englneeri. When revic wed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown an in agreement with the local building codes. beat climatic records for wind or snow loads. Project specification or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) an continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceWng, 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 ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- f1catdon. 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 be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the thus with nails 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 specified. Double cuts on web members shall meet at the centsoid 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- ➢ng and/or erection sinuses. 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 A➢ bracing and erection recoramendatIons an to be followedInaccordance with "Handling installing & Bracing'. IIIB-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 bmctng is always required. Nomnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of e-Uan of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 D 2x4 SP #2 2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 915# Support 2 968# MAX LIVE LOAD DEFLECTION: L/975 at JOINT # 4 L--0.43" D--0.44" T--0.87" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.53" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.26" RMB = 1.15 T 6-3-2 0-4-3 JA 5 0-8 6.00 3.00 I WO: GTNB4 WE:. a._. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125tnph, H= 15.0 ft, I= 1.00, Exp'.Cat. B, Kzt- 1.0 Bld Type= Encl L. 50.0 ft W= 36.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3563 0.66 14-13 3203 0.93 2- 3 -3372 0.68 13-12 3242 0.81 3- 4 -3571 0.68 12-11 3002 0.66 4- 5 -3571 0.68 11-10 3002 0.66 5- 6 -3372 0.69 10- 9 3242 0.81 6- 7 -3563 0.69 9- 8 3203 0.93 5X6 2X4 9X6 TI: B 1 ATV: -I z ===Joint Location:-:=-==_____�_:. 1)= 0==0 0 6) 30- 3- 5 11) 18- 0- 0 2) 5- 8-11 7) 36- 0- 0 12) 11- 1- 8 3) 11- 0- 0 8) 36- 0- 0 13) 5- 9- 7 4) 18- 0- 0 9) 30- 2- 9 14) 0- 0- 0 5) 25- 0- 0 10) 24-10- 8 -- MAX- REACTIONS PER BEARING LOCATION----- X-Ltx Vert Horiz Uplift Y-Loc Type 0- 4- 0 1233 124 -915 BOT PIN 35- 8- 0 1233 0 -968 BOT H-ROLL -6 00 I-V 15-5-0 lxR 3.00 080 1 10-5-8 13-9-0 10-5-8 1234# 8.0011 13 1 11 10 9 g 100 1234# 8.00" 36-0-0 100 CC�-�-- (R0.110.11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763 (!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DP-OVIEDO.FL02766 Design: Mmrit Analysis wAKrilr4b: 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 n 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 most be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Qruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KU08SIGTIIB4 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 PSf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: B1 Date: 12-06-02 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 JB: GEORGETOWN B 4AC: iv... .;LIFT D.L. WO: GTNB4 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the dlent- 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 corectness or accuracy of this Information as it may relate to a spe. cdlc project and accepts no responsibility or e cmises no control with regard to fabrim- Lion, handling, shipment and Installation of I— This truss has been designed as an individual building component in accordance with ANSI/iPl 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads, project specifications or special applied Imds. Unless shown. truss has not been designed for storage or occupancy brads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxtmum spacing of 10'4r o.c. Connector plates shad be manufactured from 20 gouge hot dipped gdvankzed steel meeting ASTM A 653. Gmde 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 conlmuing responsibility for such veri. flmtlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bcaring. Con- nector plates shall be loc tcd on both faces of the truss with naih fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate B 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cute on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate Sims are minimum sizes based on the forces shown and may need to be increased far certain hand- ling and/or erealon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing(. HIB-91. Trusses are to be handled with particular core 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 resits" lateral forces shall be designed and Installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such tempomry bracing during Installation between trusses to avoid toppling and dominoln& 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 load. stall not be applied to trusses at any time. No Lads other than the welght of the erectors shad be applied to Uussm unto alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 918# Support 2 969# MAX LIVE LOAD DEFLECTION: L/834 at JOINT # 4 L=-0.50" D--0.51" T--1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.56" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" RMB = 1.15 T 5-3-2 0-4-3 0-8 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, Ver 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 50.0 ft W= 36.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3545 0.79 2- 3 -3510 0.72 3- 4 -4106 0.73 4- 5 -4140 0.61 5- 6 -4139 0.74 6- 7 -3509 0.74 7- 8 -3546 0.83 ..BC ... FORCE ... CSI 14-13 3192 0.89 13-12 3143 0.69 12-11 4150 0.88 11-10 3142 0.70 10- 9 3193 0.89 TI: B2 ';' , :1 =_= ==Joint Locations======= _==.== 1)= __ 0- 0-0 6) 27- 0- 0 11) 21- 0- 0 2) 4- 8-11 7) 31- 3- 5 12) 15- 0- 0 3) 9- 0- 0 8) 36- 0- 0 13) 9- 1- 8 4) 15- 0- 0 9) 36- 0- 0 14) 0- 0- 0 5) 21- 0- 0 10) 26-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1233 116 -918 BOT PIN 35- 8- 0 1233 0 -969 BOT H-ROLL 11, 9-0-0 11 18-0-0 9-0-0 1 2 4 5 7 8 - 0 5X6 3X4 6X8 _SX6 3X8 "A° 3•00 I M 15-5-0 3xR � 3.00 T 4-10-3 0-4-3 08-0 8-5-8 17-9-0 1, 8-5-8 13 12 11 10 9 1 1234# 8.00" 1234# 8.00" -0-0 A 36-0-0 �U 0 CCSW'�'I�C) ES (16) 2X4 (R0-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 loin$ VANNESSA DROVIEDOYI-327n8 Design: Matrix Anafysls 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 by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI(. (Paws Plate Institute, TPI, is Located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKU08SICTA'84 Eng. Job: Dwg: Dsghtr: TLY TC Live TC Dead BC Live BC Dead Truss ID: B2 Chk: I Date:12-06-02 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Plt: 1.25 0.0 p5f O.C. Spacing: 24.0" 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 HCS: 08.20.02 DESIGN INFORMATION This design Is for an Indnhdual building component and has been based on information provMed by the ellent- The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of the Information as it may relate to a spe- cific pmject and accepts no responsibility or exercises no control with regard to fabrica- lion• handling, shipment and Installation of trusses. This truss has been designed as an Indhldual 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 1=1 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 ate not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvant-d steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwtng Is in confomance with the fabricator's plans and to realize a continuing responslbWty for such vert- flcatlon. Any discrepancies an to he put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing, Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6X8 plate s 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 an minimum slzes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with "Handling Installing & Brachng' HID-9 1. Trusses an to be handled with particular cart 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 Instilled by others. Careful hand- ling is essenthl and erection bracing is always required. Normal precautionary action for trusses r:qut a such temporary bracing during Installation between trusses to amid toppling and dominoing. The supervision of erection of trusses shall be urider the control of persons experienced in the Installation of asses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to tosses until after all fastening and bracing is completed. JB: Gig. -...:,OWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 2,3 WEBS: 2x4 SP #3 2x4 SP #2 4,6,8,10 2-PLY TRUSS[ fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1015# Support 2 1015# MAX LIVE LOAD DEFLECTION: L/846 at JOINT # 6 L=-0.49" D=-0.51" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB = 1.00 T 4-3-2 04-3 1 + ...?: GTNB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, CSC, V= 125mph, H- 15.0 ft, 1- 1.00, Exp.Cat. B, Rzte, 1.0 Bld Type- Encl L= 50.0 ft W= 36.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4717 0.22 18-17 4164 0.43 2- 3 -4920 0.25 17-16 4175 0.43 3- 4 -6526 0.22 16-15 4427 0.43 4- 5 -13489 0.35 15-14 8939 0.84 5- 6 -13189 0.55 14-13 13485 0.89 6- 7 -13189 0.42 13-12 8724 0.61 7- 8 -9074 0.47 12-11 7096 0.87 8- 9 -7656 0.42 11-10 6861 0.86 TI:63 QTY:2 Locations============a== 1) 0- 0- 0 7) 29- 0- 0 13) 21- 8- 0 2) 3-11- 4 8) 31-11- 3 14) 14- 7- 0 3) 7- 0- 0 9) 36- 0- 0 15) 12-11- 4 4) 12-11- 4 10) 36- 0- 0 16) 7- 0- 0 5) 14- 7- 0 11) 31-11- 3 17) 3-11- 4 6) 21- 9- 8 12) 28- 9- 0 18) 0- 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 29- 0- 0 TC Vert L+D -46 29- 0- 0 -46 37- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 29- 0- 0 BC Vert L+D -20 29- 0- 0 -20 36- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2520 0 -1015 BOT PIN 35- 8- 0 2516 0 -1015 BOT H-ROLL 2-PLYS REQUMED 7-0-0 1122-0-0 11 7-0-0 11 1 2 4 5 6 18 6.00 Q 1OX10 6X8 6X8 10X10 Toxin 3-1-12 yAD 12.00 I1 3.00 T 0.4-3 3-10-3 P9 B1080 12-114 7-1 14-2-0 11 6-7-0 f 1 18 17 16 15 14 13 I 11 10 2520# 8.00" 1-0-0 2516# 8.00" 36-0-0 �1-0-0 CdW�-1(C) A ES (4) 2X4 430X 430N �(RO-1111-11) EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32766 r)"; xo.,... a..,.A, WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracing which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI[. fllvss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Tiadson• Wisconsin 53719). Eng. Job: WO: GTNI34- Dwg: Truss ID: B3 Dsgnr: TLY Chk: Date: 12-06-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DufFac - 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 Dsf vno nc n.,3_ Tsnca A HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaboa 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- clilc project and accepts no respomibWty or exercises no control with regard to fabrien- lion, handling, shipment and installation of masses. This t, ss has been designed as an Individual budding component in accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer fregistered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, lord climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, tress has not been designed for storage or occupancy Inds. 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 rtod ceding, they should be brami at a maximum spacing of 10'-0' o.c. Connector plates shad 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 m conforance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates stud be located on both faces of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate 1. 5- wile x 4- long. A 6.x8 plate is 6" wide x 8' long. Slots (holes) run parallel to specified.the plate length specified. Double cuts on web members shall meet at the centrold of the wet. 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 Ali bracing and erection recommendationsre a to be followed in accordance with 'Handling Installing & BmCUT. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of cons" uction loads greater than the design bads shall no be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed. JB: GEORGEIUj ..::-3 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4" SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,8,12 MULTIPLE LOADS -- This design is the ccimposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 805# Support 2 640# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.27" T=-0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB = 1.15 r 6-3-2 0-4-3 T_ WO: Gi;'-'A-I WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 50.0 ft W= 35.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2133 0.45 16-15 1849 0.63 2- 3 -1831 0.40 15-14 1847 0.45 3- 4 -1815 0.35 14-13 1587 0.41 4- 5 -3574 0.47 13-12 2547 0.76 5- 6 -3588 0.59 12-11 3103 0.81 6- 7 -3042 0.49 11-10 1363 0.46 7- 8 -1248 0.32 10- 9 17 0.18 5X8 4X6 2X4 6X8 ` ;'rr C 9TY:1 = - ----- ===Joint Locations===========_!_= 1)0- 0- 0 7) 30- 4- 4 13) 15- 4-10 2) 5- 9- 4 8) 35-10- 0 14) 11- 0- 0 3) 11- 0- 0 9) 35-10- 0 15) 5- 9- 4 4) 15- 4-10 10) 30- 4- 4 16) 0- 0- 0 5) 18- 0- 0 11) 24-10- 8 6) 24-10- 8 12) 18- 0- 0 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Lx Type 0- 4- 0 1234 214 -805 BOT PIN 35- 8-12 1175 0 -640 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 214# 3X6 3X6 K3X4 s-10-3 8X14 6X8 3X6 3X6 2X4 3X4 5X8 2-7-6 lo- 6-10-14 -a{ 12.00 1 116 15 14 1�3 12 1235# 8.0011 1-0-0 CdN�), ES (8) 2X4 35-10-0 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 1006 VAN'NESSA D0.0VIEDOXI-32766 Design: Marriz Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Ohs drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which s a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of mass members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by tine budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. fl'nrss Plate institute, TPI, Is located at 583 D'Onofrio Drtve, Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0K1J0BSIG7NB4 2X4 13.00 060 10-5-8 10 9 1176# 2.50" scale = 0.1819 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: C Date: 12-06-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS. 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer diseLilras any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs fumtshed to the truss designer by the client and the eoreetness or accuracy of this Information as It may relate to a spe. . project and accepts no responsibility or exercises no control with regard to fabrlca- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance 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 engtreed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. mass has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanimd steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ficatbn. 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 fitting wood to wood bearing Can. 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. Slats (hole) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate stzes rc minimum s afr=s 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/7PI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations arc to be followed Inrdance with "Handling InstillingInsting A Brac:accoHIB-91. Trusses are to be handled with particular care during binding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ItIon and for reststtng lateral forces shall be designed and Installed by others. Careful hand- ling is essential and emeton bracing is always required. Normal precautionary action far trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN B 4AC: 10# UPLiF'f D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3 MULTIPLE LOADS -- This design is the ccniposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 814# Support 2 628# MAX LIVE LOAD DEFLECTION: L/999 L--0.32" D=-0.34" T--0.66" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 T WO: GTNB4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 50.0 ft W= 35.8 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2177 0.35 16-15 1906 0.33 2- 3 -1990 0.33 15-14 1739 0.32 3- 4 -2282 0.41 14-13 3153 0.72 4- 5 -4448 0.59 13-12 4434 0.76 5- 6 -4074 0.48 12-11 3434 0.63 6- 7 -4074 0.47 11-10 1321 0.39 7- 8 -3354 0.45 8- 9 0 0.19 TI: C2 9TY:1 i __----========Joint Locations======_=====d== 1) 0- 0- 0 7) 26-10- 8 13) 17- 6- 0 2) 4-11- 4 8) 31- 4- 4 14) 15- 4-10 3) 9- 0- 0 9) 35-10- 0 15) 9- 0- 0 4) 15- 4-10 10) 35-10- 0 16) 0- 0- 0 5) 17- 6- 0 11) 26-10- 8 6) 22- 2- 4 12) 22- 2- 4 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1235 200 -814 BOT PIN 35- 8-12 1176 0 -628 BOT H-ROLL 9-0'0 26-10-0 1 2 q 5 6 7 S 5X8 5X6 3X4 6X8 3X4 3XS 2X4 2X4 T 4-10-3 8X10 4X6 8X10 4X6 4X6 6X12 2-1-6 4X6 le- 6-10-14 9. 12.00 I( 3.00 154-10 2-1-6 L, 94-8 8-5-8 16 1235# 8.00" 15 14 13 12 I1 p 1_0.0 1177# 2.50" CCf I��) A rES (8) 2X4 35-10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GTNB4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C2 CONTRACTOR. Dsgnr: TLv Chk: Date: 12-06-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing wind bracing portal bracing or similar bracing which is a par of the budding 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 Literal support of truss members only to reduce buckling length. provisions must be BC Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee IIIB-91 of TPI). BC Dead 10.0 psf LICENSE #0050068 frruss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: FLA IOOS VANNESSA DROVIEDO.M32766 TOTAL 33.0 psf V:09.05.02- 16070- 6' Design: Mmrir Analysis JOB PAT71: C:ITEE-L0XU0BS1GTNB4 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrien. lion, handting, shipment and installation of trusses. This truss has been designed as an IndMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design Imdtngs 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 Imds, project specNcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy toads. The design assumes compression chords Itop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653, Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwing is in conformance with the fabrimtor's plans and to realm a continuing rsponsibdity for such veri- fication. Any dLncrepancles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight filling wood to wood beating. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4" long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minirnum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stnsses. TTnis 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 nccordance with -Handling Installing & Bractng". HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and Imtallation 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 allays required. Nomnal precautionary action for tin155es requires such temporary bmctng during installation between trusses to avow toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the c-am., shall be applied to trusses until after all fastening and bracing is completed. i6:-:3cGRGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3,4 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,10 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 1016# Support 2 1013# MAX LIVE LOAD DEFLECTION: L/847 at JOINT #10 L=-0.50" D--0.52" T=-1.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.35" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.17" RMB - 1.00 T 4-3-2 04-3 1 - I WO: GTNB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V- 125nph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 50.0 ft W- 35.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4812 0.33 14-13 4241 0.39 2- 3 -6311 0.23 13-12 4268 0.36 3- 4 -6795 0.25 12-11 6395 0.53 4- 5 -12748 0.37 11-10 9275 0.90 5- 6 -8659 0.64 10- 9 12682 0.94 6- 7 -8572 0.39 9- 8 -68 0.46 2-PLYS REQUERED TI: C3 QTY:2 === -- -===Joint Locations=====__e: = c: vts 1) 0 0- 0 6) 28- 9- 0 11) 19- 4- 0 2) 7- 0- 0 7) 35-10- 0 12) 12-10- 2 3) 12-10- 2 8) 35-10- 0 13) 7- 0- 0 4) 19- 4- 0 9) 28- 9- 0 14) 0- 0- 0 5) 20-11-12 10) 20-11-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Frcmm PLF TO TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 35-10- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 35-10- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2485 0 -1016 BOT PIN 35- 8-12 2594 0 -1013 BOT H-ROLL 7-0-0 11 28-10-0 1 3 4 5 6 6X12 8X10 5X8 4X6 8X10 6X8 3-10-3 lOXI SX14 4X6 3X4 8X14 6X12 1-7-12 2ha 11-0 � 3X4 12.00 I 3.00 0-60 194-0 7-1 7-94 6-7-0 14 13 12 11 10 2486# 8.00" 8 11-0 2595# 2.50" i35-10-0 Cdyft,P 430# EXCEPT AS SHOWN PLATES ARE TL2 CA TESTED PER ANSUTPI 1-1995 scale = 0.1819 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //0050068 1005 VANNE59A DROVIEDOXI-32766 Design: Morris Analysis WAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwmg is not erection bracing, wind bracing, portal bracing or similar bracing which Is a pan of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be 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 1118-91 of TPI). flYuss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KV0BSIGTNR4 Eng. Job: W ; 4 Dwg: Truss ID: C3 DsgfTr: TLY Clik: Date: 12-06-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V-09.05 02- 160 1- TICS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on infonriation provided by the chenl. The designer disclaims any mponsfbWty for damages as a mutt of faulty or Incorrect Information, speclI)cauom and/or designs furnished to the trtss designer by the client and the conectress or nccumcy of this IMonnation as It may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fnbtt©- Lion, handling, shipment and InsL u.. of trusses. Ttds truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow Imds, project spechltauons or special applied lands. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a properly applied rigid milling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rwllze a continuing tesponslbWly for such ven- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plat" shall no be installed over knotholes, knots or distorted gram. Members shall be cut for Light fitting wood to wood beartng. Con- nector plate$ shall be located on both faro of the trsrsa with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6X8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlmld of the webs unless otherwise shown. Connector plate slur are minimum star based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. truss is tis not to be mretardant bdcoLed with fire treated lumber unless otherwise shoat. For additional Infomalbn 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 6 Bmcing-, HIB-91. Trusses arc to be handled with particular cure during handing and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Mon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during (nstal)atlon 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. Coriumtratlon of construction Inds greater than the design loads shall not be applied to trumes at any time. No loads other than the weight of the creclon shall be applied to trusses until alter all fastening and bracing is completed. JB: GE0RGE1u._:;. j 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x4 SP #2 D 1 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 64.0 ft W. 26.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.20" D=-0.21" T=-0.41" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 6-10-3 0-4-3 3X8 WO: WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 4 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 3166# Support 2 3164# ..TC...FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -14286 0.60 12-11 12671 0.58 2- 3 -14336 0.84 11-10 12476 0.96 3- 4 -9984 0.44 10- 9 12423 0.96 4- 5 -9987 0.64 9- 8 12969 0.96 5- 6 -14293 0.81 6- 7 -14485 0.85 2-PLYS REQUIRED 6.00 foAI.Uj 6X8 IUX10 �12 11 10 6783# 8.00" 2595# 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA LSTED PER ANSI/TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DN.OVIEDOX1.32766 Design: Matrix 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 no erection bracing. wind bracing, portal bracing or similar bracing which ls 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. Provtslons must be made to anchor Lateral bracing at ends and specified lo©tlons determined by the building designer. Additional bracing of the Overall structure may be required. (See HIB-91 of TPI). ri'russ Plate Institute. TPI, is located at 583 D'Onofro Drive, Madison, Wlsconsin 53719). JOB PAT/1: C:ITF-F-L0KU0BSIGTN84 BE ___== _ __ ==Joint Locations=========__=-= 1) 0 0=0 5) 18-11- 4 9) 18-11- 4 2) 3- 6- 0 6) 22- 6- 0 10) 13- 0- 0 3) 7- 1- 8 7) 26- 0- 0 11) 7- 1- 8 4) 13- 0- 0 8) 26- 0- 0 12) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 26- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 1- 8 BC Vert L+D -610 7- 1- 8 -610 26- 0- 0 Concentrated LBS Location BC Vert L+D -2595 7- 1- 8 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 6782 -4 -3166 HOT PIN 25- 8- 0 8664 0 -3164 BOT H-ROLL 18X101 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 6-10-3 0-4-3 3X8 3X8 8664# 8.00" scale = 0.2577 Truss ID: D Date: 12-06-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: GEORGETOWN B 4n ::, a)# UPLIFT D.L. WO: GTNB4 WE: TI: D1 "=s"=>S' BTY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [1 : Plate(s) OFFSET from joint center. The ==_=_____=====Joint Locations====e1===_==_= This design is for an individual building component and has been based on fnformevon HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Joint Detail Report must be included 1) 0- 0- 0 5) 26- 0- 0 9) 6- 8-11 provided by the client. The designer tinclalms WEDGES: 2x4 SP #2 with ansubmittal, y inspection, and/or 2) 6- 8-11 6) 26- 0- 0 10) 0- 0- 0 any responslbWty for damages as a result of faulty, or Incorrect information, specifications All COMPRESSION Chords are assumed to be fabrication documentation. MULTIPLE LOADS -- This design is the 3) 13- 0- 0 7) 19- 3- 5 4) 19- 3- 5 8) 13- 0- 0 and/or designs furnished tothe truss designer continuously braced unless noted otherwise. congtosite result of multiple loads. ----MAX. REACTIONS PER HEARING LOCATION----- bytheclientandthecorrectnessoraccuracy of this Information as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp. Cat. B, Rzt= 1.0 X-Loe Vert Horiz Uplift Y-LOc Type 0- clflc project and accepts no responsibility or exeretses no control with regard to fabrtn- Support 1 614# Bld Type= find L= 64. 0 ft W. 26.0 ft Truss 4- 0 904 92 -614responsibility BOT PIN 25- 8- 0 904 0 -692 BOT H-ROLL tfon, handling, shipment and Installation of Support 2 692# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req individual building component In accordance with L/999 ANSIrMI-1995and NDS-97 to be incorporated L--0.19" D=-0.20" T--0.39" ..TC... FORCE ... CSI FORCE CSI as part of the building design by a Building Designer (registered architect or professional ssio MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..BC ... ... 1- 2 -2433 0.43 10- 9 2190 0. 63 10- engmeerl. When reviewed for approval by the 0.28" 2- 3 -1817 0.46 9- 8 2199 0.56 building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1817 0.46 8- 7 2199 0.56 most be checked to be sure that the data shown T- 0.14" 4- 5 -2433 0.44 7- 6 2190 0.63 are in agreement with the local building codes• local chnnatic records for wind or snow loads. RMB is 1.15 project specNcatiorts or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes cornpresalon chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension art not fully braced laterally by a property applied rigid "Wag. they should be braced at a 13-0-0 maximum spacing of I0'-0- o.a. Connector 13-0-0 plates shall be manufactured from 20 gauge hot l 2 dipped galvanized steel meeting AMI A 653. 4 5 Grade 40. unless otherwise shown. 0 __1 6.00 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) rim parallel to the plate length specified. Double cuts on web embers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes ant 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/7P1 1-1995 PRECAUTIONARY NOTES Ail bracing and erection reconunendations arc to be followed in accordance with "Handling installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling• deWery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and daumnoing. 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 shag be applied to Incases until after oil fastening and bracing is completed. 7-3-2 0-4-3 TY� I 4X6 13-8-0 3XA - 3.003.00 6-10-3 0-4-3 T_ 0-8 -�e0-80 -- rai 1 124-0 12 4-0 10 9 904# 8.00" 7 6 904# 8.00" CCS%�1-0-0 26-0-0 1 _ AT S (16) 2X4 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2393 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: B Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D1 CONTRACTOR. BRACING WARNING: Dsgur: TLY Clit: Date: 12-06-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SAN FORD, FL. 32771 (407 321-0064 Fax 407 321-3913 ) Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracing which is a pan of the building design and which mint be considered by the building designer. Bracing shown is for lateral support truss TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 r O.C. Spacing: 24.0 ( ) TOMA$ PONCE P.E. of members only in reduce buckling lea A length. Provisions must be road` to anchor lateral braetrig at ends and specifiedlotions determined by the bu8dhng deslgier. Addltional bracing of the overall structure may be required. (See HfB-91 of M). par BC Dead 10.0 f In Design Criteria: TPI LICENSE #0050068 fi'russ Plate Institute. 7P1. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNFSSA DR0VIED0.FL327G6 -TOTAL 33.0 psf V:0 .05.02- 160 3- 6 t-:nee-r.vAvurr3u,lfvv4 11CS: 08.20.02 JB: GL�-. -TOWN B 4AC: 10# UPLIFT D.L. GTNB4 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The destgner 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 o spe- clfic project and accepts no responsibility or exercises no control with regard to fabrica- Uon, handling. shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional 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, l0©1 climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loods. The design assumes compression chords (top or bottom) art continu- ously braced by sheathing uNess otherwise spedfied. 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'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- dcation. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shad not be installedoverknotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. con- nector plates shall be looted on loth faces of the truss with nabs fully tmbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slims ate 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 Ad bracing and erection recommendations are to be followed in accordance with "Handling Installing d Bracing. HIB-91. Trvsso 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- Ung 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 muses. Profs tonall advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unit] ft after all fastening and bracing I. completed. TOP CHORDS:-2 4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,5 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 616# Support 2 658# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D--0.05" T=-0.10" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 MULTIPLE LOADb -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 64.0 ft W= 26.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1421 0.41 10- 9 1222 0.31 2- 3 -1001 0.39 9- 8 1220 0.35 3- 4 -1001 0.39 8- 7 1220 0.35 4- 5 -1421 0.41 7- 6 1222 0.31 .`. TI: D2 9TY:3 =J6int Locations======e:=====,e: 1) 0- 0- 0 5) 26- 0- 0 9) 6- 9- 4 2) 6- 9- 4 6) 26- 0- 0 10) 0- 0- 0 3) 13- 0- 0 7) 19- 2-12 4) 19- 2-12 8) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 78 -616 BOT PIN 25- 8- 0 904 0 -658 BOT H-ROLL 13-0-0 13-0-0 1 2 4 5 6.00 0 4X6 SAD 3X6 - 6-10-3 0-4-3 T- 26-0-0 L0 9 g 7 904# 8.00" 904N 8.00" 1�-0-0�� 26-0-0 �1-00 � -11)- (I RO-I1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2393 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROIAEDOXI-32766 Design: Marnx Analysts WAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which most be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locatlom determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rritns5 Plate Institute. TPI, is located at 583 D'Onefrio Drive. Madison, Wisconsin 53719). JOB PATH: CATEE-L0KU085IG7A'B4 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: D2 Date: 12-06-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 :AB: GEORGETOWN B 4AC: 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 d sclabns 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 coreclness or accuracy of this Information as It may relate to a spe- cl(le project and accepts no responslbWly, or execbes no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This tons has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorpomled as part of the building design by a Building Designer (registered architect or professional englneeri. 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 clfmaUc records for wind or snow Inds. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a propeiy applied rigid ceiling. they should be braced at a maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- flmilon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothole,, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x6 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 cenlrokl of the webs unless otherwise shown. Connector plate sizes are minimum slur based on the to— shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For add]U nW information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendalions are to be followed in accordance with 'Handling installing d Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and 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 hislallalion 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 louses. Professlonal advice shall be sought If needed. Cancentratlon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the aeight of the erectors shall be applied to (susses until after o6 fastening and bracing is completed. -IOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 633# Support 2 683# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D=-0.05" T--0.10" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB = 1.15 6-3-2 0-4-3 TY� I 00 WO: GTNB4 WE: AULTIPLE LOADS -- This design is the composite result of nultiple loads. All COMPRESSION Chords are assumed to be continuously braced lidless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125uph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 64.0 ft W= 26.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1423 0.35 12-11 1225 0.30 2- 3 -1106 0.34 11-10 1222 0.28 3- 4 -943 0.22 10- 9 941 0.23 4- 5 -1103 0.34 9- 8 1222 0.28 5- 6 -1423 0.36 8- 7 1225 0.30 4X8 4X6 TI: D3 QTY:I __- ===Joint Locations=====_______=__ =1) =Oa 0- 0 5) 19- 7- 4 9) 14-10- 4 2) 6- 4-12 6) 26- 0- 0 109) 11- 0- 0 3) 11- 0- 0 7) 26- 0- 0 11) 6- 4-12 4) 15- 0- 0 8) 19- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 904 97 -633 BOT PIIN 25- 8- 0 903 0 -683 BOT H-ROLL Q - - 3X6 112 11 10 904# 8.00" 11-0-0-0 (R0-11-11) I 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.ov1EDOXI-32766 Design: Afairir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing winch Is a part of the building design and which must be considered by the building designer. Bmcing shown is Provisions lateral support of truss members only to reduce buckling length. Provisios must be made to anchor lateral bracing at ends and spec(ned lac. !Ions determined by the building desigrer. AddlUonal bracing of the overall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKUOBSIGTN84 Eng. Job: DWg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 5-10-3 044-3 TT1 I 904# 8.00"10-0 Ije I (RO-11-11) scale = 0.2393 Truss ID: D3 Date: 12-06-02 DurFac - PIt: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 ,In: C-itUNGt1UWN B 4AC: 10# UPLIFT D.L. DESIGN INFORMATION 71ns design is for an individual building component and has been based on Information provided by the 'Bent. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, speclftcaUons and/or designs furnished to the truss designer by the client and the Correctness or accuracy of the information as It may relate to a spe- cifte project and accepts no responsibility or exem"m no Control with regard to fabrica- tion. handling, shipment and Installation of trusses. Thts tress has been designed as an IndMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ss pan of the building design by a Building Designer (registered architect or professional engineeri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local Climatic records for wind or snow loads, project specdlcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes Compression chords (lop or bottom) arc Continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rWd ceiling, they should be braced at a maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing s In conformance with the fabricators plans and to realize a Continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plain shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nads fully imbedded and slap be sym. about the joint unless otherwise shown. A 5x4 plate s 5' wide x 4' long. A RvS plate is 6' wide x 8' long. Slots (holes) run pamllel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum sirs based on the forces shown and may need to be tncreased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Braeing". HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for rusting 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 topplingdom and inotng. The supervtsion 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 Inds greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is Completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 650# Support 2 689# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.11" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 5-3-2 0-4-3 Ty� 1 WO: GTNB4 WE: -- -- TI: D4 ATY:1 MULTIPLE LOADS -- This design is the =_=_ __ === = _====__ == Joint Locations========e: Composite result of multiple loads. 1)0- 0- 0 5) 17- 0- 0 9) 17- 0- 0 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 21- 2-12 10) 9- 0- 0 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 26- 0- 0 11) 0- 0- 0 WndLod per ASCE 7-98, CSC, V= 125mph, 4) 13- 0- 0 8) 26- 0- 0 H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 64.0 ft W= 26.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf X-Loc 0- 4- 0 Vert 904 Horiz 76 Uplift Y-Loc Type -650 BOT PIN Impact Resistant Covering and/or Glazing Req 25- 8- 0 903 0 -689 BOT H-ROLL -TC ... FORCE ... CSI 1- 2 -1433 0.27 2- 3 -1249 0.30 3- 4 -1081 0.24 4- 5 -1081 0.24 5- 6 -1249 0.31 6- 7 -1433 0.30 ..BC ... FORCE ... CSI 11-10 1247 0.42 10- 9 1162 0.40 9- 8 1247 0.42 9-0-0 8-0-011 9 0-0 1 2 4 6 7 6 00 6.00 4X6 3X4 4X6 3X6 4-10-3 0-4-3 26-0-0 11 I1 904N 8.00" 10 9 8 904# 8.00" 1-0-0 26-0-0 1-0-0-0 (RO-11-11) I (I RO-11.11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2393 Maronda Systems)] 4005 MARONDA WAY 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 I CU: 16.0 psf B Truss ID: D4 Date: 12-06-02 DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be Considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss menders only to reduce buckling length. Provisions; ion ; must be BC Live 0.0 psf O.C.Spacing: 24.0" P TOMAS PONCE P.E. nude to anchor lateral bracing at ends and specified Io Llors determined by the building designer. Additional bracing of the overall sLr ctum maybe required. (See HIB-9l of TP8' BC Dead 1U.0 psf Design Criteria: TPI LICENSE #0050068 ('Huss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNFSSA DP-OVIEDO.FL32768 TOTAL 33.0 psf V:0 .05.02- 160 6- 7 Derign: Matrix Anal-vsis JOB PATH: C:ITEE-LOK1JOBSIGTAB4 HCS: 08.20.02 JB: GEORGETOWN B 4AC: I0# vr - : .L. DESIGN INFORMA7;GN This design is for an indMdual budding component and has been based on Information provlded by the chent. The designer disclaims any resp.-fbility for damages as a result of faulty or Incorrect Information, speclllcaUons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this hdomnatlon as it may relate to a spe. clllc 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 IndMdual building has In accordance wit] ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or pmfesslonol englnecrl. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) an 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'-O- o.c. Connector plates shag 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 confoorm nce with the fabricators plans and to realize n continuing responsibility for such veri- Ucatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall no be Installed wcr 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 MUS fully Imbedded and shall be sym. about thejotnl unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is G wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be increased for certain hand. ling and/or erection stresses, This thus Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recon inendalions an to be followed In accordance with 'Handling Installing & Bractrig", HIB-91. Trusses arc to be handled with particular care during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poe- Ition and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtnoing The supervision of e—Uon of misses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4 WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 64.0 ft W= 26.0 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 Lo-0.13" D=-0.13" T--0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB o 1.00 T WO: GTNB4 .vv.�.:.,:!� MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 731# Support 2 731# ..TC... FORCE ... CSI 1- 2 -3452 0.50 2- 3 -3395 0.37 3- 4 -3066 0.84 4- 5 -3066 0.84 5- 6 -3395 0.37 6- 7 -3452 0.50 ..BC ... FORCE ... CSI 11-10 3025 0.71 10- 9 3634 0.94 9- 8 3025 0.71 TI: D5 ur-I... _: === _= _=====Joint Locations============-._ 1) Oc 0- 0 5) 19- 0- 0 9) 19- 0- 0 2) 3-11- 4 6) 22- 0-12 10) 7- 0- 0 3) 7- 0- 0 7) 26- 0- 0 11) 0- 0- 0 4) 13- 0- 0 8) 26- 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 19- 0- 0 TC Vert L+D -46 19- 0- 0 -46 27- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19- 0- 0 BC Vert L+D -20 19- 0- 0 -20 26- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1799 0 -731 BOT PIN 25- 8- 0 1799 0 -731 BOT H-ROLL 7-0-0 12-0-0 7-0-0 l 2 4 6 7 4X6 3X4 AYA III 10 1800# 8.00" (RO-11-11) 1-0-0 iq 26-0-0 430N EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF_SSA DROVI6DO.FL32766 Derien: Mabir A,m/vrir WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bm", wind bracing portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provislonu must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. filar Plate Institute. TPI, is located at 593 D'Onofrio Drive, Madison, Wisconsin 53719). 430# Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf r 3-10-3 0-4-3 F9 1800# 8.001, I (RO-11-11) scale = 0.2393 Truss ID: D5 Date: 12-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24:0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB DESIGP::NFORMATION Thls design is for an lndlvldual building component and has been based on Information provided by the event. The designer dhchd , any respnnainOay for damages - a result of faulty or inemnet tnformauon- specification, and/or designs furnished to the truss designer by the client and the correctness or aceun ey of this hdormatlom as a may relate to a ape dBe protect and accepts no reap mriaty or exercise no contrd with regard to fabrlo- tion, handling shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSIM 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engmeed. 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. 10ca1 climatic retorts for wind or snow loads, proteA apeel0catlons or np-W applied leads. Unless shown, truss has not been designed far storage or occupan y load.. The design assumn compression chords (top or bottom) an coallnu- ously braced by ab-., unless otherwise specified. Where bottom chords in tension are not fully braced bterany by. pmp-ly applied "gd -W-& they should be braced at a maxti nuns spacing or 19-0' owe Connector plates sha0 be manur.etuued from 20 gauge hot dipped galvanlud steel meeting ASUM A 653. Grade 40. unless othetwtse slmwn. FABRICATION NOTES Pttor to fobrtouon, the fabricator stall nevi.. this drawing to verify that this drawing is in conformance ovllln the fabrlcatofa plans and to realize a continuing responsibility for such vett- flcation. Any dbmepancies are to be put in writing before cutting or fabrication. Phtes shall not be Installed over knotholes, knots or distorted gram. Membens shall be eat for tight titling .nod to wood bearing. Can - nectar pates shall be located on both fain of the truss with nalls fully imbedded and shall be sym. about thetoml unless otherwise shown. A 5x4 plate b 5' wide x 4' Iong. A as8 plate b 6' wide a it long. Slots (holes) run parallel to the plate length specned. Double cuts on web manben shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are multi ntm sties based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mfmmauaa an guality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with'Handling Installing R Bracing. HUB-91. Trusses are W be handled with particular care during banding and bundling delivery and installation to .,,aid damage Temporary and permanent bracing for holding masses in a straight and plumb pos- itlon and for resisting lateral foam shall be designed and installed by nth-. Careful hand- ling is essential and ere etlon bracing Is always required. Normal precautionary sell.. for trusses mgwm such temporary bracing during Installation between trusses to avoid toPp1tg and domnotng. The supervision of ereetlon d trusses shag be under the control rat peraom experienced n the Installation of truss.. Pxdesslanal advice .ban be sought if needed. Concentration ofausb,.jmn lead. greater than the dmlgn loads shall not be applied to trusses at any time. No Inds other than the -eight of the eredors shall be applied to [Hosea until after all fastenmg and bmeing b completed. B 4' :u:# UPLIFTD1 TOP CHORDSt 2x4 SP #2 FILLER BOT CHORDS: 2x4 SP #2 )YEB: 2X8 SP#2 2x6 SP #2 3 WEBS: 2x4 SP #3 L. and R. End verticals designed for wind This 1-PLY Hip Master designed to carry 21 21 jacks (mono truss framed to BC) . and Hip Jacks framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 176# Support 2 213# Support 3 176# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00- Des 0.00- T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= O.Ola MAX HORIZONTAL LIVE LOAD DEFLECTION( T. 0.01a RMB a 1.00 4-0-7 WO: GTNB4 a .ft2:.fi WE: MULTIPLE LOADS -- ?his design is the couposite result of multiple loads. All COMPRESSION Chords are assurmd to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve frill bearing. WadLod per ASCE 7-98, C&C, V. 3.25mph, H= 15.0 ft, Iss 1.00, Exp.Cat. B, Rztw 1.0 Bld Type- Part L- 37.0 ft W. 13.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf TC... FORCE ... CSI ,-BC... FORCE ... CSI 1- 2 67 0.06 14-13 70 0.04 2- 3 -150 0.07 13-12 127 0.03 3- 4 71 0.12 12-11 121 0.12 4- 5 71 0.12 11-10 121 0.12 5- 6 -150 0.07 10- 9 127 0.03 6- 7 67 0.06 9- 8 70 0.04 TI: E•---,; QTY:1 ---------------Joint Locations... ...... 1) 0- 0- 0 6) 12- 3- 0 11) 6- 7- 8 2) 1- 0- 0 7) 13- 3- 0 12) 2- 2- 0 3) 2- 2- 0 8) 13- 3- 0 13) 1- 0- 0 4) 6- 7- 8 9) 12- 3- 0 14) 0- 0- 0 5) 11- 1- 0 10) 11- 1- 0 ------------ TOTAL DESIGN LOADS ---- Uniform PLF From PLF TO -- TC Vert L+D -46 -1- 0- 8 -46 2- 2- 0 TC Vert L+D -23 2- 2- 0 -23 11- 1- 0 TC Vert L+D -46 11- 1- 0 -46 14- 3- 8 BC Vert L+D -20 0- 0- 0 -20 2- 2- 0 BC Vert L+D -40 2- 2- 0 -40 11- 1- 0 BC Vert L+D -20 11- 1- 0 -20 13- 3- 0 Concentrated LBS Location BC Vert L+D -18 2- 2- 0 BC Vert L+D -18 11- 1- 0 ---- MAX . REACTIONS PER HEARING LOCATION----- X-Loc Vert Roriz uplift Y-Loc Type 0- 8- 0 299 0 -176 BOT PIN 6- 7- 8 390 0 -213 BOT H-ROLL 12- 7- 0 299 0 -176 BOT H-ROLL O .+ u 4X8 11_J F19.29 �L 1-0-0 -2-0 1, I. _ '14 A 112 299# 16.00" 1-0-8 TI COSMEC 1 `1'�b4 ) 3X4 18q EXCEPT AS SHOWN PLATES ARE A GA TESTED PER ANS11T1'1 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OP OVIEDOXI-32766 Design: Morin Analysis it 390q 16.00" 299q 16.00" 13-3-0 C/L: 6-7-8 18q (Rl-0 4) 1-1995 Over 3 Supports scale vUAKNINlax: 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 creWon bracing, whud bracing postal bracing or sbnnar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of trussmembers only to reduce buckling length. p o ftlons must be made to anctar lateral bracing at ends and specified locations determined by the building designer. pl Additional bracing of the overall structure may be required. (See HIB-91 of 7Pq. rrruss plate Institute. TPI, Is lacoted at SW D'Onofrta Drtve. MadlsoM Wt--M 537 IS). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 'TOTAL 33.0 mf T 1 = 0.4370 Truss ID: E Date: 12-06-02 DurFac - Lbr, 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PAIN: C:ITEE-L0RU08SIL7NB4 ucS: 08.20.02 DESIGN INFORMATION This design IS for an indlvldual building emnponent and bas been based an Information p,wldm by the client The designer din.-laires any leSponsWity, for damages ss a result of fauhy or Incorrect mforenatbn, speelflotion, and/or designs fmvd bed to the trussdesigner ,by the client and the correctness or accuracy of this mfotmatfon as it may mnarto a ape- eum prgcd and --Tt- on reapom1billty or -crctsea no control with regard to fabrtca- lien, handtott shipment and installation of trusses. This truss has been deigned as on mdlvidusl building component in accesdma with ANSIfM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engin-A. When reviewed for approval by the building destgoer, the deign loadings Shown must be checked to be sure that the data shown art in agteemcnt with the bu:d budding code, local climatic records for wind or show, bads, Protect Specifications; or special applied loads. Unless shown, tnsa has not been deigned for Storage or occupancy Inds. The design assume -prasbn chards (top or bottom) art conimu- -br braced by sheathing unless athcrwbe specified. When: bottom chords in tension are not fully braced laterally by a property applied rigid ee0ing, they should be braced at a maximum spacing of 10'-0" o.e Connector plate shag be manufactured from 20 gauge hot dipped gah-deed steel meeting ASTM A &53. Grade 40. rml,1 otherwise shown. FABRICATION NOTES Prior to fabrication, thefabricalor shall review this drawing to verify, th t this drawing is to coafermanee with the fabric t e. plans and to read" a couttmumg responslbWty for such vert. fleatbn. Any discrepancies are to be put in writing before cutting or fabrication. Rate -hall no be metalled over Imotholes. (mots or distorted gram. Members sha11 be cut for tight Dtimg wood to wood bearing. con- .... plate hall be b bated an both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shavn. A 5x4 plate is 5- wide z 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 antrold of the webs unless otherwise Shown. Connector plate alas are mhu nuns slz based on the forces shown and may need to be increased for certain hand - I" and/or erection St-cs. This truss is not to be febrkated with fire retardant treated lumber unless otherwise shown. For additional bSormation on Quality Central refer to ANSI/T PI 1-1995. PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In -cemdart" with -Handling Inatalling a Bracing'. 111B-9L Thtsse are to be handled with particular core during banding and bundling, deliveryondms1,l atlon to avo d damage. T®parary and permanent bracing for holding truoo cs in a straight "rid plumb poe. Won and for resisting lateral forces Shan be designed "rid installed by other, careful hand- nng Is essential and erection bmrhtg b always required. Normal precautionary actlon for tusse requbm such temporary bracing during Installation between trusses to avoid topphng and domhuAng. The supe,vbwn of erection of trusses Shall be under the control of persons -perlenced in the installation of trusses. professional advice Shall be Sought If needed Canetntratloo of construction Inds greats than the deign loads stag not be applied to trusses at "ray time No loads other than the weight of the erectors shag be applied to busses until after all fastening and tracing is completed. JB: GEORGE��': ,'rs 4AC: 10# UPLIFT D.L. TOP CHORDS, 2x4 - 3F #2 FILLER- -BOT CHORDS: 2x4 SP #2 )VEB: 23C8 SP#2 2x6 SP #2 3 WEBS: 2x4 SP #3 L. and R. End verticals designed for wind This 1-PLY truss designed to carry 21 2" span framed to TC one face 11 Oa span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 138# Support 2 166# Support 3 138# MAX LIVE LOAD DEFLECTIONf L/999 L=-0.02" D--0.02" T--0.04- MAX HORIZONTAL TOTAL LOAD DEFLECPIONt T. 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB . 1.00 2-7-4 3X4 WO:WE: MULTIPLE LOADS -- This design is the � coosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports- Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod Per ASCE 7-98, CSC, V. 125Bph, H. 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type- Part L- 37.0 ft W= 13.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in. ft. min, slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. ..TC...FORCE... CSI 1- 2 56 0.10 2- 3 153 0.33 3- 4 153 0.33 4- 5 56 0.10 ..BC ... FORCE ... CSI 12-11 62 0.04 11-10 128 0.12 10- 9 84 0.13 9- 8 84 0.13 8- 7 128 0.12 7- 6 62 0.04 El QTY:1 =Joint Locations=== _=.�=.e.. 1)�60=�= 0-¢0 5) 13- 3- 0 9) 6- 7- 8 2) 2- 2- 0 6) 13- 3- 0 10) 2- 2- 0 3) 6- 7- 8 7) 12- 3- 0 11) 1- 0- 0 4) 11- 1- 0 8) 11- 1- 0 12) 0- 0- 0. ------------ TOTAL DESIGN LOADS -------- Uniform PLF From PLFTo TC Vert L+D -52 0- 0- 0 -52 13- 3- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc S 0- 8- 0 . 153 0 -138 BOT PIN 6- 7- 8 384 0 -166 BOT H-ROLL 12- 7- 0 153 0 -138 BOT H-ROLL 19.29 I 1-3-0 4X8 2X4 P��M9It- k 1-0-0 1. 1-2-0 12 111 154N 16.00" COSN1ETlC ATES (8) 3X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 F2x (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDO,FL32766 Design: Marriv Analysis 385# 16.00" O 17 16.006 13-3-0 C/L: 6-7-8 1-1995 Over 3 Supports scale = 0.5057 11YAKNINb: READ ALL NOTES ON THIS SHEET. Eng. Job: : T A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E1 CONTRACTOR. Dsgnr: TLY Chk: Date: 12-06-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing b not erection braehmg, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Brae TC Dead 7.0 psf DurFac - Pit: 1.25 ing shown b for lateral support of truss members only to ,educe buckling length Provistons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addmonal BC Live 0.0 psf O.C. Spacing: 24.0" bracing of the mclall structure may be teyttlled. (See HIB-91 of 7P0. n'suss Plate institute. M. is located at 583 D'onofrto Drtve, BC Dead 10.0 psf Design Criteria: TPI Madlson. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf I V:09.05.02- 16079- 7 !till PA771: C:I7E£-LOKUOBSI(.TN84 NCS: 08.20.02 JB::e_ ;ETOWN B 4AC: 10# UPLIFT D.L. - 3: GTNB4 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 responsfbillty for damages as a result of faulty or Incorrect tnforrnatlon, specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Infortnatbn as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlcr- tlon. handling. shipment and Installation of tnrsses. This truss has been designed as an individual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional enginmrl. 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 cWnatle records for wind or snow loads, project spcolflcatlons or special applied loads. Unless shown' truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tenslon are not fully braced laterally by a properly applied rigid ceding they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rwllm a continuing responsibility for such veri. fkation. Any dlscrepa rcles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet al the eentroid 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 thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling installing & Bracing*. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand - Log is essential and erection bracing is always required. Noroud precautionary action for trusses requires trusuch temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erestWn of muses 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 wetghl of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP Cd.Rua': 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=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.00 4-3-5 0-3-15 i MULTIPLfi*LOAuS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzte, 1.0 Bld Type= Encl L= 64.0 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- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 TI: H 9TYA Locations=e:e: _===____r.= 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 L40CATION----- 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 �— 3-9-15 I I M 9-10-13 5 215# 11.31" 41 417# 2.50" 1-5-0 1 e (R1-4-12) Bi© 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GTNB4 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 12-06-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which most be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 32I-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: 2a.0" p g. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlOonal bracing of the overall structure may be required. (See HIB-9i of TPI). BC Dead 10.0 r Design Criteria: TPI LICENSE #0050068 frluss Plate Institute. TPI, is located at 583 D'Onafrio Drive, Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA OROVIEDO.FL02766 TOTAL 33.0 psf V:09.05.02- 16080- 7 1/CS.' 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the ellent. The designer di-lbns 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 amumey of this Information as It may relate to a spe- cie project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling, shipment and tmtallatlon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/'IPI 1-1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered architect or professional engineerl• 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 lord building codes, local climatic records for wind or snow loads, PmJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) arc continu- ously braced by sheathing unless otherwise speclfled. Where bottom chords In tension are not fully braced latemlly by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS 7-1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be butalled 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 tnrss with nabs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate s 6- wide x 8- long. Slots (holes) run pam0el to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum dues based on the forces shown and my need to be Increased for certain hand- Iing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recarmncndatiom arc to be followed in accordance with -Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall he designed and Installed by others. Careful hand- ling Is essential and erection bracing is always requtred. Normal precautionary action for trusses requkes such temporary bracing during Installation between trusses to avoid toppling and dammoing. The super.-iston of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentmllon 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 erector" shall be applied to trusses ..'I,after all fastening and bracing V completed. JB: GEORGETOvi,--. yAC: 10# UPLIFT D.L. TOP CHORDS: 2x4 Sr *92 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x6 SP #2 WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 50.0 ft W. 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D- 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 0-3-15 WO: GIWE: MULTIPLE LOADS -- This cl6sign is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 583# Support 2 337# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 271# TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -667 0.54 5- 4 652 0.49 2- 3 -53 0.29 I QTY:I =_ ___ _ ==Joint Locati6ris============a== 1) 0- 0- a 3) 9-10-13 5) 0- 0- 0 2) 5- 3- 3 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TIC 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- 5-11 211 271 -583 BOT PIN 9- 9- 0 420 0 -337 BOT H-ROLL 9-10-13 1 2 3 r424 2.12 ON 2-4-0 0-11-5 064 i 8-5-4 5 1 211# 11.31" 4 1-6-2 421# 2.50" (R1-6-0)a 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.4873 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF.SSA DROVIEDO.FL32766 Design: Mdsrir Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bmeing 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 locatiors determined by the budding designer. Additional bmctng of the wemll structure mav be required. (See IHB-91 of TPII. Ohm Plate Institute, TPI, Is located at 583 D'Onofrio Drtve. Madison. Wisconsln 53719). JOB PATH: C:l7FE-L0AU08SlGTN84 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf W0: GTNB4 Truss ID: H I Date: 12-06-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: DESIGN INFORMATIGi� This design is for an Individual building component and has been based on information pnrvkled by the client. The designer disclalms any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or u rclve no control with regard to fabrica- tion, handling, shipment and Installation of truss-. This truss has been designed as an Individual building component In accordance with ANSIrMl 1-1995 and NDS-97 to be Incorporated os part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the deslps loadings shown must be checked to be sure ttmt the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. Pmjeet specification or special applied bads. Unless shorn, 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. When: bottom chords In tension arc not frilly braced laterally by a properly applied rigid ceiling. they should be braced at a maxlmurn spacing of 10'-T o.c. Connector Plates shall be manufactured from 20 gauge hot dipped ga)anlzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responslbWly, for such veri- fbation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholm knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates stu0 be located on both faces of the truss with nads fully imbedded and shall be 5y1n. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6xB 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 sires are minimum slz based on the form shown and may need to be Increased for certain hand- ling and/or erection stress-. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on (duality Control refer to ANSI/nI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with'Handling Installing 6 Bractrtg', HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a m straight and plub pm - Rion and for resisting lateral forty shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautlomry action for truss- requires such temporary bracing daring installation between trusses to avoid toppling and dominobng. The supervision of erection of truss- shall be under the control of person experlenced In the asstallation of trusses. Professbml advice shall be sought if needed. Concentration of construction loads greater )tun the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to truss- until after all fastening and bracing Is completed. B 4AC: 10# UPLIt ,�.: TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 167 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# 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 4-3-2 044-3 V WO: GTNB4 WE: "' ..;„ Analysis based on Simplified Analog Model: MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLOd per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 50.0 ft W= 7.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -69 0.99 4- 3 -2 0.84 TI: J 61TY:1 b ==Joint Locations== 1)=== 0-6- 7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION---- X-Loc Vert Horiz Uplift y-Loc e 6-10-12 151 167 -355 TOP PINp 0- 4- 0 274 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 I 2 3-10-3 7-0-0 4 3 275# 8.00'r 1 1_0_0 151N .50" �_� 7-0-0 82JJ SOn (RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDO.FL32766 Design: Afafriz Analysis n►HK1v1nc,: 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 mint be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). (Russ plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KV0BSIGTA'B4 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Attach with (3) 10d 'roe -Nail's Attach with (2) 10d 1'oe-Nai6 scale = 0.4929 Truss ID: J Date: 12-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA MrS. /III N)n7 DESIGN INFORM This design V !or an Individual building component and has been based on information provided by the client. The designer disclaims any respomfbelty for damages as a result of faulty or incorrect information, speclflcatlors and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or ererclses no control with regard to fabri a. tion. handling, shipment and installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer Iregfstered architect or professional engineerl. 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 lord building codes. lord cWnatic records for wind or snow loads. pmJccl specifications or special applied loads. Unless Shown, truss has not been designed for storage or occupancy loads. The design assume compression chords hop or bottom) are conUnu- ously braced by sheathing unless otherwise specmcd. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of ID'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrcator stall review this drawing to verify, that this drawing is in conformance with the fabncatnes plans and to realize a continuing responsibility for such vetl- flcatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knMholes. knots or distorted gram. Members stall be cut for tight lining wood to wood bearing. Con- nector plates shall be located on both faces of the taw with nails fully Imbedded and shall be sym. about the Jolnt unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A Bx8 plate is 6' wife x 8' long. Slots (holes) run parallel to live plate length specified. Double cuts on well members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues are minlnrun sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This trnm is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnformatfon on Quality Control refer to ANSI/7Pl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are m be followed in accordance with -liandling Installing (4 Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and bnsWI tlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall he designed and tmtaded by others. careful hand. ling is essential and erection bracing b always required. Normal precautionary action for Inisses requires such temporary bracing during Installatlmn between trusses to avoid toppling and dorainoing. The supervision of erection of tnsSes Shall be under the control of persons e,cperlenced in the installation of trusses. Professional advice shall be sought d needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to troves until after all fastening and bracing Is completed. , GEORGETOWN B 4AC: 10# UPLIFT D.L. WO: GTNB4 ATION iop CHORDS: 2x4 sP #1 D WE: TI: J1 CITY: 12 Ana BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 173 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 212# MAX LIVE LOAD DEFLECTION: L/263 at Mid -panel # 1 L=-0.32" D= 0.05" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 4-3-2 EXCEPT AS SIIOWN PLATES (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1o�m5 VANNESSA DROVIEDO.FLa2766 Design: Matrfs Analysis 0-4-3 lysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 50.0 ft W= 7.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -70 0.86 4- 3 -33 0.83 ==Joint Locations=========o==e-_= =1)==0-@5- 5 3) 7- 0- 0 2) 7- 0- 0 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift y-Loc 6-10-12 152 173 -358 TOP PIN e 0- 4- 0 274 212 -426 BOT PIN 6-10-12 80 0 -51 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 426# Support 2 358# Support 3 51# 7-0-0 1 2 3.00 I 0-8-0 - M 6-4-0 4 3 275# 8.0011 1_0_0 152N 2.50" (R0-11-11 7-0-0 81# .50" ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 UVHKNINts: 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 'lot erection bracing, wind bracing- portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specnled btaltotu determined by the building designer. Additional bracing of the merall structure may be required. ISee HIB-91 of TPII. arias Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKUOBSIG9A'B4 Eng. Job: Dwg: Dsgnr: TLY TC Live TIC Dead BC Live ICU: 16.0 psf 7.0 psf 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 10d Toe-Na ft Attach %rill (2) LOd Toe -Nails scale = 0.4929 Truss ID: J 1 Date: 12-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA NC.c: nx inn; DESIGN iNFORMATiON 7bls 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, spec8lcatlons 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 spo- cif c project and accepts no responsibility or exemsm no control with regard to fabrlca. clan, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-190 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 sh— am In agreement with the local building codes. local climatic records for wind or now loads. project specifications or special applied loads. Unless shown , truss has not been designed for storage at occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galmnized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing 1s In conformance with the fabrteatar's plans and to maltee a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrtcation. Plates shall not be installed wet knotholes, knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Can. nector plates shall be located on both faces of the truss with nulls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6.x8 plate is 6- wlde x 8' brig. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall mcet at the tentmid 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- Bng and/or erection stresses. This truss s not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing, HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itlon and for resisting lateral forces shall be deigned and Installed try others. Careful hand- dng Is essential and erection bracing is always required. Normal precautionary action for trusses requlrm such temporary bracing during Installation between trusses to avoid toppling and dornmoing. The supervb lon of ereetlon of trusses stall 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 I, completed. JB: GEORGETOWN B 4AC: 10# lrr�.:..,' .L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 315# Support 2 511# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.11" RMB = 1.15 4-3-2 EXCEPT AS SHOWN PLATES (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis 04-3 WO: GTNB4 TI:J1A 6i1, MULTIPLE LOADS -- This design is the - _=_= _========= __ Joint Locations==== _=='--*-- composite result of multiple loads. 1)= 0- 0- 0 3) 7- 0- 0 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 4). 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-LOc H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 279 396 -315 BOT PIIN Bld Type= Encl L. 50.0 ft W= 7.0 ft Truss 6-10-12 228 0 -511 BOT H-ROLL in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Impact Resistant Covering and/or Glazing Req Support 1 396# TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -210 0.99 4- 3 -33 0.83 7-0-0 1 2 6.00 go 2-4-1 3.00 i 0-8-0 CRI 0-3-8 i 6-0-8 4 1-0-0 3� 280# 8.001, 228# 2.50" (Res-11-11 7-0 0 ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 WAKIVIN(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 eme tlon bmcmg, wind bracing, portal bracing or mt ular bmcing which is part of the building design and which must be considered by the budding designer. Bracing shown s for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and spectflcd locations determined by the building designer. Additional bracing of the werall structure may be required. (See HIB-91 of TPI). Rruss Plate hmstilute. M. is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). JOB PATH: CATFE-LOKVOBS1GT,,%,B4 Eng. Job: Dwg: Dsgnr: TLY Chk: W05=134 Truss ID: J 1 A Date: 12-06-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLAV•0 TOTAL 33.0 psf 05.02- 60 4- 11CS: 08.20.02 JB: GEORGETOWN a , 10# UPLIFT D.L. DESi'GN ;NFORMATION This design Is for an Individual building component and has been based on Infornatlon provided by the client The designer distbtras 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 lhb Infomatlon as It may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrim' Lion. handling. shipment and WtallaUon of trusses. T hN 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 enginced. 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. lord climatic records for wind or snow Icods, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom] are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanb<d steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing b in conformance with the fabricator's plans and to reabze a continuing responsibility for such veri- ficaUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed met knotholes. knots or distorted groin. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be ]opted on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slur are minimum sizes based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire reLudant treated hunter 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 Installing A Bracing". HIB-91. Trusses are to be handled with particular pre during banding and bundling, delhery 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 muses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the .tight of the erectors shall be applied to Uusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP 42 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 231# Support 2 274# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.15 4-3-2 0-41-3 I WO: G'fNB4 -- WE: MULTIPLE LOADS -- This design is the coatposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 64.0 ft W= 7.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE...CSI 1- 2 -329 0.28 6- 5 -354 0.20 2- 3 418 0.31 5- 4 0 0.04 TI: ,► , ': ' 8TY:1 _==__==__=====Joint Locations=====_=_====_,== 1) 0- 0- 0 3) 7- 0- 0 5) 5- 1- 8 2) 5- 1- 8 4) 7- 0- 0 6) 0- 0- 0 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 279 231 -231 BOT PIN 6-10-12 228 0 -274 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 231# 7-0-0 1 2 3 3.00 I 0-8� Q- 4-5-8 1-10-8 6 1-0-0 280# 8.00" 228#42.50" (RO-11-11 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 Maronda Systems 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 Chk: WO: GTN84 Truss ID: JIB Date: 12-06-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bmcing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be consldcred by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown isfor lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psi O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stru structure may be required. (See HIB-91 of TP0. BC Dead d 10.0 psf Design l n Criteria: TPI LICENSE #0050068 (truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). A Code Desc: FLA loos VANNFSSA DMOVIEDo.F1_327ss TOTAL 33.0 psf V:09.05.02- 16,085- /ICS: 08.20.02 JB: GEORGETOWN B ai;,>:- ;# UPLIFT D.L. WO: GTNB4 :'; WE: TI: J I tr' - 9TY:1 DESIGN 111FORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =- -= ------===Joint Locations==========___ c: This design is for an tndMdual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)0- 0- 0 3) 7- 0- 0 5) 3- 1- 8 component and has been based on Information WEBS: 2x4 SP #3 provided by the chent. The designer dlscWms All COMPRESSION Chords are assumed to be 2) 3- 1- 8 4) 7- 0- 0 6) 0- 0- 0 any responsibility for damages as a result of continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- faulty ortnmrrectinformation, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLOd per ASCE 7-9g, C&C, V. 125mph, X-Loe Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Support 1 232# H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 0- 4- 0 279 226 -232 BOT PIN by the client and the correetness or accuracy Support 2 273# Bld Type. Encl L= 64.0 ft W= 7.0 ft Truss 6-10-12 228 0 -273 BOT H-ROLL of this Information as it may relate to a ape- MAX LIVE LOAD DEFLECTION: in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : ciflc project and accepts no resy L/999 exercises no control with regard to nn or L=-0.01" D=-0.01^ T=-0. 02^ Impact Resistant Covering and/or Glazing Req Support 1 226# lion, handling. shipment and Installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: --TC ... FORCE... CSI ..BC... FORCE... CSI Individual building component In accordance with T. 0.01" 1- 2 -461 0.19 6- 5 -518 0.13 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -70 0.14 5- 4 -468 0.13 as part of the building design by a Building T= O . OO ^ Designer (registered architect or professional engineer). when reviewed for approval by the RMB = 1.15 building designer. the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, loci climatic records for wind or snow loads. Project specNcrttons 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 conUnu- ously braced by sheathing unless otherwise 7-0-0 specified. Where bottom chords In tension are not fully braced Laterally by a Properly applied 1 2 3 rigid ceiling. they should be braced at a O m maximuspacing of I V-0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 2X4 Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag 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- Bcatton. Any discrepancies are to be put in writing before cutting or fabrication. 3X4 3-2-13 Plates shag not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood tearing. Con- 4-3-2 nector Plates shag be located on both faces of the truss with nags fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 9" long. Slots (holes) run parallel to 0�-3 the plate length specified. Double cuts on web _ — members shag meet at the centrold of the webs SX6 unless otherwise shown. Connector plate sizes 3X4 are minimum sizes based on the forms shown 0-7-6 and may need to be increased for certain hand- —� ling and/or erection stresses. This truss is not 3X6 U-7-6 to be fabricated with fire retardant 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 followed In accordance with "Handling Installing Q Bracing. HIB-91. Tnuses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tnrsses in a straight and plumb pos- ition and for resisting lateral forces shag be designed and Waged 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 shag be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentration of cons""clion loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until alter ail fastening and bracing is completed. 3.00 I 0-8-0 2-5-8 3-10-8 16 4 1-0-0 280# 8.00" 228/! 2.50" cR0-11-11 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 f005 vA NF_S"na. nN r aa-,ra WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracggf shown on this dmwing is not erection bracing, wind bracing, portal bracing or similar bmcing which is a par of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.4929 Truss ID: J 1 C Date: 12-06-02 Durfac - Pit: 1.25 O.C. Spacing: 24:0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION This design is for a i 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 thus designer by the client and the correctness or accuracy of this information ss It may relate to a spe- cific project and accepts no responsibility or uerctses no control with regard to fabrie- uon, handling, shipment and Installation of trusses. This truss has been designed as nn Individual building component In accordance will ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. 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 boat building codes• local climatic records for wind or snow loads. Project speeNti cons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compmsmon 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 rWd ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahaniwd steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to veiny that this drawing is In conformance with the fabricator's plots and to reallre a continuing responsibility for such veri- n.11on. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes. knotl or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wile x 4- long. A 6x8 plate B 6" wide x 6- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the -ntmid of the wells unless otherwise shown. Connector plate sits are minim um sires based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retaldarnt treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Braetile. 111E-91. Trusses arc to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shag 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 11nmes to avoid topplhtq and dominotng. The supervision of erection of trusses shag be under the control of persons experienced in the installation of muss. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the welght of the erectols shall be applied to trusses untilafter all fastening and bracing is completed. ;B: GEORGETOWN B 4AC: 10# UPLIFT D.L. WO: GTNB4 ''iOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 232# Support 2 273# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D--0.05" Ter-0.11" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION - Tel 0.07" RMB = 1.15 4-3-2 IF 0-4-3 WE: kWrIPLE LOADS -- This design is the ccuposite result of nwitiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 7.0 ft Truss in END zone, TCDLer 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI--BC... FORCE ... CSI 1- 2 -365 0.16 6- 5 159 0.38 2- 3 -132 0.62 5- 4 0 0.33 TI: J 1 D QTY:1 ===Joint Locations======_====e::ls 1)= 0-=0 0 3) 7- 0- 0 5) 1- 1- 8 2) 1- 1- 8 4) 7- 0- 0 6) 0- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 279 222 -232 Bar PIN 6-10-12 228 0 -273 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 222# 7-0-0 1 2 3 3-8-13 3.00 I 0.8� 5 Plate height i 5-10-8 6 = 0-1-6 1-0-0280# 8.00" 4 228# 2.50" (RO-111-1-11)7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 �!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DMOVIEDO.PL3275d Design: Matrix Andlvsis 11YAKNING: 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 bmcmg, wind bmcing, portal bmctng or similar bracing which Is a part of the building design and which must be considered by the building designer. Bmctng shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPg. rr-ss Plate Institute. M. Is located at 583 D'Ono(Ho Drive. Madison, Wisconsin 53719). JOB PATH f•ITFF-fnrl1nRtar'7WDA Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf scale = 0.4929 Truss ID: J1D Date: 12-06-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMAT;0N This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exembes no control with regard to fabnca- tion, handling. shipment and installation of trusses. This thus has been designed as an individual building component In accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the budding designer, the design loodings 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 ma storage or occupancy Inds. 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'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal ardwd 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 fabncatoes plans and to realize a continuing responsibility for such ven- fication. Any discrepancies an to be put in writing before cutting or fabrlcaUon. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for right fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nams fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wale x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on w•e 1, members shall meet at the centrold of the webs unless otherwise shown. Connector plate alms are minimum sbcs based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For addltbnal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing @ Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itbn and for resisting lateral form shall be designed and Installed by others. Careful hand. it" b 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 (nosesshallbe under the control of persons experienced in the installation o! tresses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads stall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN B 4AC: IU# Ur .... .L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 141 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" Tze-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 3-3-14 EXCEPT AS SHOWN PLATES Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Afarrix Analysis 0-4-3 1 WO: GTNB4 Wi; ,. ;_. Analysis based on Simplified Analog Model: MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl Let 50.0 ft We: 5.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -50 0.65 4- 3 -2 0.50 TI: J2 ___=_= _=====Joint Locations=====---=====r_,. 1) 0 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 213 184 -399 BOT PIN 5- 0- 4 60 0 -43 HOT H-ROLL 5-1-8 11 1 2 6.00 2-10-15 5-1-8 Ilk 4 3 213# 8.00" 110k 2.50" `e 1-0-0 a 5-1-8 61# 50" r (R0-11-11) 1 ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -04 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 psr Bracing shown on this drawing is not erection bracirhg, wind brachhg, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf shown is for lateral support of thus members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of 7PU. BC Dead 10.0 psf frruss Plate Institute. TN. is located at 583 D'0nofr10 Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEE-G0KV0BSIGTN84 TOTAL 33.0 Dsf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6319 Truss ID: J2 Date: 12-06-02 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DES:GON INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer dtsetaans any responslbiblLy for damages as a result of fauhy or Incorrect information. speclfkatlons and/or designs furnished to the truss deslgtter by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no resporolbWty or exercise no control with regard to fabrica- tion, handling shipment and LmUfflatkm of trusses. This truss has been deigned as an Individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Dmlgner (registered architect or professional engneer). When reviewed for approval by the budding designer, the deign 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 (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension art not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxtrnum 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 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 Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with na113 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' wile 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 arse minimum sizes bowl on the fames 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/7P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing 9 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 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 muses requites such temporary bracing during Installation between trusses to avoid toppling and dondnotng. The supervision of erection of trusses shall be under the control of persons upertenced In the tnstallatlon of trusses. Professional advice shall be sought If needed. Concentration of constnuctlon loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to truss- until after all fastening and bracing Is completed. JB: GEORGCTyWi'q-_... : 10# UPLIFT D.L. TOP CHORDS: 2x4 SP »a BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 146 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/630 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 3-3-14 04-3 i ON WO: GTNb4' WE: Analysis based on Simplitied Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L- 50.0 ft We: 5.1 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 -51 0.66 4- 3 -26 0.51 BTY:2 ___ __ _ ==Joint Location=:====__= ==a= 1) 0- 5- 5 3) 5- 1- 8 2) 5- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 146 -279 TOP PIN 0- 4- 0 213 198 -392 BOT PIN 5- 0- 4 60 0 -45 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 392# Support 2 279# Support 3 45# 5-1-8 11 1 2 Q 3.00 I 0-8-0 1 4-5-8 4 3 213# 8.00" 111# 2.50" 1-0-0 1 5-1-8 60k 50" (RO-11-11) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -04 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFS nR. nN n aaana WAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bmeing portal bracing or similar bracing which is a part of the building deign and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provislons must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 111B-91 of 7Pd. Bross Plate Instdmc. 7PI. is locoed at 583 D'Onofro Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6319 Truss ID: J3 Date: 12-06-02 DurFac - Lbr- 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24:0" Design Criteria: TPI Code Desc: FLA D-i- Marcia A—";, HrS: aR.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information• specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. Tits truss has been designed as an indtvfdual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local cllrmtic 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 Itop or bottom) are canunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rf0d ceWng, they should be braced at a maximum spacing of ID-W o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabric tion, the fabricator shall mscw this drawing to verify that this drawing is in conformance with the fabricators ptans and to realize a continuing responsibility for such ven- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates sha11 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 tinted on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' long. A 6x8 plate is 6' wide x 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 minimum slur based on the forces shown and may need to be increased for certain hand. Iing and/or erection stresses. This thus b 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 ImstaWng ® Bracing". HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tosses 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 b 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 tames shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. ConcenLmUon of construction bads greater than the design bads 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: B 4AC: 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. Field Connection at Support 1 must be able transfer 86 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# 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 2-3-14 0-4-3 :.0: GTNB4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, €xp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 50.0 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 -29 0.25 4- 3 -2 0.19 TI: J4 = __ --:-_-:joint =e::s x= Joint Locations==== 1)0 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LACATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 148 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 3-1-8 r / 4 3 148# 8.00" 67# 2.50" (RO-11-11) L, 1-I 3-1-8 37# 2i50" 1-� EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-04 Cmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 I003 VANNESSA DROVIEDO.FL32766 Desirn: Marra Analvsfs WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which roust be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provblons must be trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). (fruss Plate Institute. TPI• is located at 583 D'Onoftto Drive. Madison. Wisconsin 53719). rna PITrI. /'.I Te•c-rnvi ,nnr�rr..... Attach with (3) lOd Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.9038 Truss ID: J4 Date: 12-06-02 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specincations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exerctses no control with regard to fabrica- Uon. handling, shipment and Installation of I -lases . This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clbnatIc 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 Ilop 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 ttWng, they should be braced at a ma.¢Imum spacing of 10'4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanl•.-d steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing is in conformance manse with the fabricators plans and to realize a conunutng responsibility for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate b 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 flee 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 S Bracing. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- 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 bestallaLion between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the InstaUaUon of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: GEOkv-- ./N B 4AC: 10# UPLIFT D.L. TOP CHORDS:'2xa - SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction 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 2-3-14 0-4-3 Wv,. ...464 WE: Analysis bases on bimplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, IDcp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 50.0 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 31 0.25 4- 3 -16 0.19 TI: J5 BTY:2 __ ==Joint Locations=======c== _ =1) Oc 56 5 3) 3- 1- 8 2) 3- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 148 121 -281 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 281# Support 2 176# Support 3 27# 3-1-8 1 2 6 0000 1-3-9 0-7-6 3.00 I 0-8-0 2-5-8 4 al148/18.00" 3-1-8 37 S0II 1-0-0 -� o (110-11-11) is C/L: 3-04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-327GG Deriv": Mania A"alvd, 11YAKr4lriU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shwa an this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral suplwrt of truss members only to reduce buckling length. Provisions must be made to anchor Literal bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TIN). frrr Plate Institute. TPI, is looted at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 1.0.0 psf TOTAL 33.0 osf scale = 0.9038 Truss ID: J5 Date: 12-06-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24'0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 JB: GEORGET:;.:.'. _;AAC: 10# UPLIFT D.L. WO: l7I',l �..� 0' WE: - ... ..._6 QTY:8 DESIGN INFORMATION TOP CHORDS: 2x4 55�#2 Analysis based on simplified Analog Model. __==_ = === ==_ _ Joint Locations===========__ This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 6 7 3) 1- 1- 8 component and has been based on Information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 1- 1- 8 4) 0- 6- 7 prrvided by the cBent- The designer dbclalms continuously braced unless noted otherwise. This truss is designedp to bear on multi le ----MAX. REACTIONS PER BEARING LOCATION----- any responsiblllty for damages as a result of gield Connection at s faulty or Incorrect information•speclfkatlans Support 1 must be able upports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer transfer 26 pounds of horizontal reaction be marked on truss. Shim or wedge if 1- 0- 4 24 26 -65 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. 0- 4- 0 82 32 -166 BOT PIN of this Information as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125mph, 1- 0- 4 12 0 -6 BOT H-ROLL cific project and accepts no respom lbWty or Support 1 166# H= 15.0 ft, I- 1. 00, Cat. B, Rzt= 1.0 exercises li control with regard to fab„n- Support 2 65# Bld - Enel L- 50.0 tft W= 1.1 ft Truss Uon, handling, shipment and Installation a( p1� Type trusses. This truss has been designed as an Support 3 6# in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Individual building component in accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSIrrPI 1-1995 and NDS-97 to be gncorpomted L 999 as part of the bulldingdesign byaBuilding L- 0.00" D- 0.00" T- 0.00" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Designer (registered architect or professional engineer). When reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 9 0.03 4- 3 -2 0.02 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" Ireal climatic records for wind or snow loads, project specNcavons or special applied loads. RMB a 1.15 Unless shown, truss has not been designed for storage or occupancy lads. The design assurnes compression chords glop or bottom) ate contbnu- ousiy braced by sheathing unless otherwise �/ specified. Where bottom chords in tension arc 1 1 Z not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of IU-17 o.c. Connector 6 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach with (1) Grade 40. unless otherwise shown. 10d Toe-Na11S FABRICATION NOTES Prior to fab„cation, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricalofs plans and to realize a continuing respomsibdity for such vert- Ikatlon. Any dLsempancles are to be put In O-10-15 willing before cutting or fabrication. Plates shall not be tnstaUed over knotholes. TT knots or distorted grain. Members shall be cut 7 for tight Btting wood to wood bearing. Con- 1-3-14 11 nector plates shall be located on both faces of _ the truss with nalh fully imbedded and shall be 04-3 symn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' Attach with (1) wide x 8- long. Slots (hotesl run pam8el to the plate length specified. Double cuts on web 3X4 10d Toe -Nails 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- k"g 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 ANSVTPI 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handling Installing 1-1-8 L Itang R Bracing'. HIB-91. Trusses are to �I be handled with particular cane during handing I 4 3 and bundling, delivery and tnstalhtbn to avoid 83N 8.00" 25N Z.$O" damage. Temporary and permanent bracing for holding trusses In a ral and plumb pad- I 1-0-0 l3J/ 2,$p" ttlon and for resisting lateral ffoorm shall be Il9 1-1-8 mt•e(%4 designed and talled by others. Careful hand- (RO-11-11) C/L: 1- Wng b essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports scale = 1.5868 required. Normal precautionary action for trusses requires such temporary bmctng during Installation between trusses to avoid loppllng WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: 4 and dominomg. The supervlston of crectlon of trusses shag be under the control of persons A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J6 experienced In the Wudlation of trusses. CMaronda System Professional advice alai be sought if needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 12-06-02 jsj Concentration of construction Inds grater TC Live 16.0 psf DurFae - Lbr: 1.25 than the design bads shall not be applied l0 4005 MARONDA WAY BRACING WARNING: trusses at any ore. No Inds other than lh< Bracing shown on this drawing is not erection bmcing, wind bracing, portal bmcing or similar bracing TC Dead 7.0 psf DurFac - PIt: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing 24`.On trusses until after all fastcning and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisio ns must be BC Live O.O psf OC•C, Spacing: L• is completed. 0 mad'wana to anchor lateral bracing at ends and specified locations determined by the bulldbig designer. f Design Criteria: TPI TOMAS PONCE P.E. Addlbracing ofthe overall structur<may be required. (seeHIB-slo(7P11. BC Dead 10.ps LICENSE #0050068 A.,_ Plate Institute, TPI• is located at 583 D'Onuf„o Drive. Madison. Wisconsin 53719). Code Desc: FLA I605 vANNESSA DROVIED0.1`1_32768 TOTAL 33.0 psf V:!0 .0 2- 160 2- Design: Matrix Analysis JOB PATfI: C.'ITEE-L0KV0BS1G7NB4 11CS: 08.20.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the chent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to 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 exercises no control with regard to fabrica- tion, handling, shipment and Installation of asses. This tows 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 destp by a Building Designer (registered architect or professional englneerl. 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 c0rnalle records for wind or snow loads. project specifications or special applied loads. Unless shown, ass has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxtmum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahmntzed steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrt©tor shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to ma8ze a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Walled over knotholes. knots or distorted grain. Members shall be cut for tight fitting woad to wood bearing. Con- nector plates shall be located on both faces of the lows with nalis fully Imbedded and shall be m sy. about the joint unless otherwise shown. A 5x4 plate is 5- wile 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 stall meet at the centmid of the webs unless otherwise shown. Connector plate sues are minhnum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This ass 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 reconamendatlons are to be followed In accordance with 'Handling installing 9 Bracing', HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces stall be designed and Walled by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautonary action for muses requires such temporary bracing during Installation between trusses to avoid toppling and domdnoing. The supervision of erection of teases shall be under the control of persons experienced in the WtaMUon 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 bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN'b _ ..::: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 42 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 1-3-14 T 0-4-3 WO: GTNI14 -=:' .- WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Expp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 50.0 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 -10 0.03 4- 3 -5 0.02 QTY:2 == ==Joint Locations===_=________:., 1) 0- 5- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 5- 5 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 82 39 -161 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 161# Support 2 65# Support 3 6# Attach with 11) lad Toe -Nails 0-9-9 Attach with (1) lad Toe -Nails 3. 0-8-0 0-5-8 Plate Height = 0-1-6 4 83N 8.00" 25# 2.50" la 1-0-0 1-1-8 13N 2.5 " (110-11-11) TC/L: 1 -4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5867 LMaronda Systems WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: I Truss ID: J7 Date: 12-06-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANI.ORD, I-L. 32771 Bracing shown on thisdrawing is not erection bracing, wind bracing, portal bracing or stmliar bracing which is a part 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 roust be BC Live 0.0 psf O.C. Spacing: 24.bn TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf l Design n Criteria: TPI LICENSE #0050068 (few Plate Institute. TPI, isca located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1005 VAfNNESSA DR.OVIEDO.FL327W TOTAL 33.0 psf V:0 .05 0 - 1603- 8 f 1CS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclatrns any responsibility for damages as n result. of faulty or incorrect Information, speclflcallons and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibWty or exenbo no control with regard to fabrica- tion, handling• shipment and installation of trusses. 'Rub taus 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 engmeeri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped g lv—ued steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall reviewthis drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veii- f1cstlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wlde x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the cenUold of the webs unless otherwise shown. Connector plate sizes are mtnt.— sires based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations an to be followed In accordance with "Handling Installing & Bracing'. HIB-91. Trusses an to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting Lateral forces stall 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 dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction leads greater than the design bads shall not be applied to trusses at any Lime. No bads other than the welgpt of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: GEORGETOW,, ...;. ,C: 10# UPLIFT D.L. TOP CHORDS: 2x4 sP- tfi BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 63 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 237# Support 2 116# Support 3 29# 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 EXCEPT AS SHOWN PLATES ARE TL20 GA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDOXI-32706 WO: GTN ._ .: WE: Analysis based on Simplified Analog Model, MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End verticals designed for axial loads only. End verticals that are extended above/below the truss profile may require additional design considerations (by others) for lateral forces due to wind or seismic loads on buildings. ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -21 0.11 4- 3 0 0.08 QTY:6 _ —Joint Location====___ _ s=====� 1)= 0- 6-=7 3) 2- 2- 0 2) 2- 2- 0 4) 0- 6- 7 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 0-12 43 63 -116 TOP PIN 0- 0-12 ill 81 -237 BOT PIN 2- 1- 4 34 0 -29 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, He: 15.0 ft, 1- 1.00, Ecp.Cat. B, Rzt= 1.0 Bid Type= Part L. 13.2 ft W. 2.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 2-2-0 1 2 6.00 Attach with (2) 10d Toe -Nails 1-5-3 TAttach with (1) lOd Toe -Nails 0-8-12 1 0-3-8 1-10-8 4 1 3 112# 1.50" 44# 1.50" L 1-0-0 2-2-0 35# 1.50" (R0.11-I1) C/L: 2- 12 TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or strnllar bracing TC Dead 7.0 psf which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. BC Dead 10.0 f Ps frruss Plate Institute. TPI. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf scale = 0.9716 Truss ID: J8 Date: 12-06-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA +tea —.. t-:1cc-wAvanaluINH4 Tiff: 082002 JB: GEORGETOWN B 4AC: 10# WO: GTNB4 wiL: 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 true designer by the client and the correctness or accuracy of this Information as it may relate to a ape. elite project and accepts no responsibility or exercises no control with regard to fabrim- don, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/I?] I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engincer). 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 kcal building codes, local cWn"Uc records for wind or snow loads, project speclllmIlom or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes comprsston chords (top or bottom) are conurru- 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.e. Connector plates shall be manufactured from 20 gauge ha dipped galvanized steel meeting ASIM A 653. Crade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri. flcation. Any dlscmpancles are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the was with nails fully Imbedded and shall be sysn. 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 (hob) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector pule 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 fabrtcoted with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSVITI 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, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- It1on and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal cory preutionaaction for misses requires such temporary bracing during Irnslallallon between trusses to avoid toppling and dcrrinomg. 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 dwtgn loads shall not be applied to us trses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcing u completed. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 26 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 176# Support 2 66# Support 3 15# MAX LIVE LARD DEFLECTION: L/999 L- 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-3-14 T 0-4-3 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. WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 13.2 ft We: 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 9 0.03 4- 3 -3 0.02 1-0-0 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.iI-92766 Design: Marrir Andysir TI: J9 61t = -- === - ==Joint Locationse;==____=== -F 1)0 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOC'ATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -66 TOP PIN 0- 0-12 82 32 -176 BOT PIN 1- 0- 4 21 0 -15 BOT H-ROLL 0-10-15 4 3I 83# 1.50" 25# 2.50" E. --- 1-1-8 21# 2.5 " C/L. 1 1-1995 Over 3 Supports Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale ee 1.5868 WAKMING: 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 Truss ID: J9 Date: 12-06-02 DurFac - Lbr: 1.25 Bmcing shown on this drawing is not a Uon bmcbtg, wind bmcbug, portal bracing or similar bmcing TIC Dead 7.0 psf DurFae - Pit: 1.25 which Is a part of the building design and which must be considered by the building designer. Bracing shown b for Lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf rr O.C. Spacing: 24.0 made to anchor lateral bmctng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. BC Dead IU.0 f ps Design Criteria: TPI fl' uss Plate Institute. TPI, is located nt 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA TOTAL. 33.0 psf V:09.05 02- 16095- JOB PATH: C.ITEF'-L0KU0BSIGTNB4 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclflatUons and/or designs furnished to the truss designer by the client and the correctness or accuracy If this information as It may relate to a spe- clfk project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and ItlstaUnUon of trusses. This truss has been designed as an Individual bulldog 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 engbneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads, project specNcaUons or special applied loads. Unless shown. taus 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 property applied rigid ceiling. they should be braced at a maxim= spacing of 1174r o.e. Connector plates shag be manufactured from 20 gauge hot dipped gahanized steel m-Ung ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to mail, e a continuing responsibility for such veri- Bcn on. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be Installed mer knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4• long. A 6.x8 plate Is 6- wlde x 8- long. Slots (holes) run parallel to the pLite length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- Ung and/or erection stresses. This truss is not I. be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "HandlingInstalUng & Bracing'. HIB-91. Trusses arc to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forces shad be designed and installed by others. Careful hand. Ling is essential and erection bracing is ahveys required. Normal precautionary action far busses requites such temporary bracing during InataBaUon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Commntmuon of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB::;Ll >ivETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 Est be able transfer 31 pounds of horizontal reaction WndLod per ASCB 7-98, CSC, V= 125rph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Part L. 13.2 ft W- 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 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 - 1.00 ` '�0: GTNB4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End verticals designed for axial loads only. End verticals that are extended above/below the truss profile may require additional design considerations (by others) for lateral forces due to wind or seismic loads on buildings. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 290# Support 2 89# Support 3 24# ..TC...FORCE ...CSI BC . . . FORCE . . . CSI 1- 2 -2 0.18 4- 3 0 0.12 TI: H4 ATY:2 =_ ===== -Joint Locations======___ === ==a-. 1) 0-- 9- 5 3) 3- 0-12 2) 3- 0-12 4) 0- 9- 5 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 ' 0- 0- 0 -12 3- 0-12 BC Vert L+D 0 0- 0- 0 -5 3- 0-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2-11- 0 10 31 -89 TOP PIN 0- 1- 1 8 75 -290 BOT PIN 2-11-11 5 0 -24 BOT H-ROLL 3-0-12 1 2 F4 24 Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails 038 2-9-4 4 1 3 8# 2.12" ll# 2.12"CANT: 0-0-5 e 1-5-0 � 3-0-12 6# 1. 0" (1114-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 2- 1-0 scale = 0.9816 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GTN84 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H4 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 12-06-02 4005 MARONDA WAY TICLive 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. BracingO.C.Spacing: for TIC Dead BC Live 7.0 psf Durfae - Pit: 1.25 p aeg• 24.Um (407) 321-0064 Fax (407) 321-3913 shown Is lateral support of truss members only to reduce buckling length. Provisions must be 0.0 psf TOMAS PONCE P.E. Aaaiuomi eracing`of the �t`erauastr cture mybee requiredtned . (See Hins determined designer. g of TiPl�i.` buddingr' BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 fins. Plate Institute. TPI, is located at 583 D'Onoftio Drive. Madison. Wlscansin 53719). Code Desc: FLA 1005 VANNESSA 13ROVIEDOXI-32786 TOTAL, 33.0 psf V:0.05.02- 16098- 9 ucsgn: mar u Anatysis 1UU PATII: C:ITEE-1.OKUOBSIGTN84 /1CS: 08.20.02 DESIGN INFORMATiON This design is for an Individual building component and has been based on Information provided by the client. The designer diseislms any maponsibWty 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 Infornallon as It may relate to a spe- cific project and accepts no responsibility or e rcbn no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown an In agreement with the local building codes• lop) cWrtatic records for wind or snow loads. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon an not fully braced laterally by a property applied rigid ceiling. they should be braced at a mmfmum spacing of I (Y-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review dr awing rawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing =poruibWty for such vert- fkaUon. Any discrepancies are to be put In writing before cutting or fabrication. Plain shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about thejohnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wile 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 s@es arc minimum sizes based on the forces shown and may need to hoe 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 recommendatlons an to be followed In accordance with "Handing Installing & Bracing', HIB-91. Trusses an to be handled with particular pre during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ltlon and for reslsttng lateral form shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal preputlonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persoru experienced in the InstavaUon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to ru tsses until after all fastening and bracing I, completed. JB: GEORGETOWN B 4AC: IUff TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This 1-PLY truss designed to carry 1' 0" span framed to TC one face 1' 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 17# Support 2 17# 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 = 1.00 WO: GTNB4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Part L. 13.0 ft We; 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf This truss has not beer designed for ROOF PONDING. B+iilding designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.03 4- 3 0 0.00 2-7-4 ]� 2-0-8 'I1 2 3X4 2X4 2X4 3X4 2-7-4 2-0-8 r / 4 3 34N 1.50" 34# 2.50" fe-- 2-0-8 I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOYL32761 WAKNIN(j: 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 bmcmg, wind bracing• portal bracing or similar bracing which is a part of the building design and which must he considered by the building designer. Brachrg shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltlonal bracing of the overall structure may be required. (Sec HIB-91 of TPII. ffruss Plate Institute. TPI. Is located at 583 D'Onofno Drive, Madison. Wisconsin 53719). TI: L fci i _=__===Joint Locations====='__ = _==;=r . 1) 0 0 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -33 0- 0- 0 -33 2- 0- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 33 0 -17 BOT PIN 1-11- 4 33 0 -17 BOT H-ROLL Eng. Job: Dwg: Dsgnr: TLY CITk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 osf scale = 0.8064 Truss ID: L Date: 1-03-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 JB: GEORGETOWN B 4AC: 10# UPLIFT D.L. WO: GTN84 WE: TI: VT10 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge =___=====__ ==joint Locations========_______ This design is for an individual building BOT CHORDS: 2x4 SP #2 Of web with 12d nails at 8" O.C. TRANSVERSE 1) 0- 0- 0 3) 4- 0- 0 5) 2- 0- 0' component and has been based onlnformauon GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 2- 0- 0 4) 4- 0- 0 6) 0- 0- 0 provided by the client. The designer ch-Lalms any responsibility for damages as a result of MULTIPLE LOADS -- This design is the Analysis based on Simplified Anal llttp 09 Model. ----MAX. REACTIONS PER BEARING LOCATION----- faultyorincorrectinformation.specNcations composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer continuously braced unless noted otherwise. 0- 0-12 0 -16 -1 BOT PIN by the client and the comectness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, 3-11- 4 0 0 -4 BOT H-ROLL of this information as it may relate to a spe- Support 2 4# H= 15.0 ft, I= 1. 00, Exp. Cat. B, Kzt= 1.0 clflc project and accepts no responsibility or withregard cxcroses nolongs Bld Type= Encl L= 58.0 ft W= 4.0 ft Truss ipol andintolabrica- son, handling, shipment and installation of ..TC...FORCE ...CSI ..BC in INT zone, TCDL= 4.2 psf, BCDL= 6.0 p psf trusses. This truss has been designed as an Impact Resistant Covering and/or Glazing Req Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 Lobe Incorporated as part of the building design by a Building Designer (registered architect or professional engtnceri. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project speclficatlom 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. Aliem bottom chords in tension are not fully braced laterally by. properly applied rod ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector 2-0-0 plates shall be manufactured from 20 gauge hot Ilk 2-0-0 dipped g4vartUed steel meeting ASTM A 653. 1 Grade 40. unless otherwise shown. 3 FABRICATION NOTES Prior to fabriamion, the fabricator shall review this drawing to veiny that Ihls drawing Is in conformance with the fabricator's plans and to realize a continuing responslbWty for such veri- flmtlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be InstaOed 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 mtUs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is S' 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 centrokl of the webs unless otherwise shown. Connector plate sues are minimum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This toss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/-Ml I A 995 PRECAUTIONARY NOTES Ali bracing and ercction recommendations are to be followed in accordance with "Handling installing & Bmcing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- Itbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ung is essential and erecton 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 ereeUon 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 bads shall not be applied to trusses at any time. No loads other than the weight of the 'rectors shall be applied to trusses until after all fastening and bmcing is completed. 1-0-0 OH 1.50" 0 4X6 6.00 3X4 2X4 zxd 4-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Studs ® 2-0-0 o.c. 1-0-0 Oil 1.501, scale = 1.6750 YYAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GTNB4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT10 CONTRACTOR. Dsgnr: TLY Chk: Date: 5-19-03 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: Bracing shown on this dmwing Is not erection bracing. wind bracing, portal bracing or similar bmctng TC Dead 7.0 psf DurFae - PIt: 1.25 bulldog designer. Bracing which is a part of the building design and which must be considered by is shown for lateral support of truss members only to reduce buckling length. ProvIslons must be BC Live 0.0 psf O.C. Spacing: 24.Onr made to anchor lateral bracing at ends and specified locations determined by the bulldog designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. BC Dead 2.0 r pis Design Criteria: TPI rl'russ Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. Code Dese: FLA TOTAL 25.0 psf V:09.05.02- 22585- 6 —'s ,mow,. - y— Jun rAur: L:UhbLUK111UMLUIK HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information o prvided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exerct u no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. 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 trades, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped ga)%aniwd steel meeting ASI'M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review dr awing rawing to verify that this dmwing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancln 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 flttmg wood to wood bearing. Con- nector plates shall be located on both faces of the tress with mess 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' wife 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 size are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stress-. This truss is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed In accordance with 'Handling installing &Bracing', HIB-91. Truwc-are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding In sses in a straight and plumb pos- ltion 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 lnrsses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erect"'" of trusses shall be under the control of persons experienced ,, the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction (cods greater than the design loads shall not be applied to tnrsses 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: GEORGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the coniposite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 12# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 2-0-0 WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 8.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TI: VT11 QTY:1 =_ === ====Joint Locations==== .... ======= 1) 0 0- 0 3) 8- 0- 0 5) 4- 0- 0' 2) 4- 0- 0 4) 8- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -12 -1 BOT PIN 7-11- 4 0 0 -12 BOT H-ROLL 4-0-0 4-0-0 1 3 600 600 0# 1.501, 4X6 -1 2X4 3X4 8-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA 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 n..:..-. rr .--.._. WikKNING: 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 a tIon bracing. wind bracing. portal bracing or similar bracing which B a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See III8-91 of TPII. (truss Plate Institute. TPI. Is located at 583 D'Onofrin Drive. Madison. Wisconsin 537191. Studs ® 2-0-0 O.C. Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 psf 2-0-0 ON 1.50" scale = 0.8375 Truss ID: VT1 1 Date: 5-19-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS.' 08.20.02 JB: GEORGETOWN B 4AC: 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 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 spo- cdlc project and accepts no responsibility or exercises no control with regard to fabrfca- 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 pmfessional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local cllnatic records for wind or snow loods, proect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of la-0' o.c. connector plates shall be manufactured from 20 gauge hot dipped galvaniwd 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 conform nce with the fabricator's plans and to rcakre a contlnuing responsibility for such veri- Notion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be syn. about the Joint unless otherwise shown. A 5x4 plate b 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 s@es are minimum sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss b not to be fabricated with the retardant treated lumber unless otherwise shown. for additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatwru 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, delivery and Installation to avoid damage. Temporary and permanent bracing for holding Irussc In a straight and plumb pos- Ilbn and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 4# Support 2 10# ..TC...FORCE ...CSI . -BC ... FORCE ...CSI 3-0-0 110 ON 1.50" Q WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" O.C. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndL,od per ASCE 7-98, CSC, V= 125nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W- 12.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4X6 ^' ZA4 2X4 12-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANI.ORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Afmrit Analysis NAKriliNks: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which Is a pan of the budding design and which must be considered by the building designer. Bmclng shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of MI. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:17EE-LOKIHOML•D7R TI: VT12 9TY:1 __- - ---==Joint Locations=====__________ 1) 0 0- 0 5) 12- 0- 0 9) 4- 0- 0 2) 4- 0- 0 6) 12- 0- 0 10) 0- 0- 0 3) 6- 0- 0 7) 8- 0- 0 4) 8- 0- 0 8) 6- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -9 -4 BOT PIN 11-11- 4 0 0 -10 BOT H-ROLL Q 3X4 0M 1.50" 3-0-0 Studs ® 2-0-0 o.c. scale = 0.5583 Eng. Job: Dwg: Truss ID: VT12 Dsgnr: TLY CU: Date: 5-19-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0=1 BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL, 25.0 psf V-09.05.02- 225a9- 71CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The dnfgner disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion• handling• shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/I?] 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional englneeri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown art In agreement with the local building codes, local climatic records for wind or snow loads• project specNwUons or special applied loads. Unless shown. Wss has not been d"Igoed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension art 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 shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Crade 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 continuing responsibility for such vert- fkallon. Any discrepancies arc to be put In writing before culling or fabrication. plates sha11 not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plat" shall be located on both faro of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web embers 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. 'nits 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 Insulting & Bracing'. 111E-91. Trusses arc to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- U ng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during instalbUon between trusses to avoid toppling and donunomg. 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 grater 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 I, completed. JB: GEORGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 3# -.TC... FORCE ... CSI 3-0-0 .BC ... FORCE ... CSI WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8m o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 37.0 ft W= 12.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TI: VT13 QTY:1 ==_=== ==Joint Locations===========_=== 1) 0- 0- 0 6) 10- 4- 0 11) 6- 4- T 2) 2- 4- 0 7) 12- 8- 0 12) 4- 4- 0 3) 4- 4- 0 8) 12- 8- 0 13) 2- 4- 0 4) 6- 4- 0 9) 10- 4- 0 14) 0- 0- 0 5) 8- 4- 0 10) 8- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 0. 0 BOT PIN 12- 7- 4 0 0 -3 BOT H-ROLL 64-0 11 64-0 1 2 3 5 6 6 00 0 4X6 JAr LAa LX4 2X4 2X4 2X4 3X4 12-8-0 3-0-0 '14 13 12 11 l0 0# 1.50" e i12-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 9 Studs ® 2-0-0 o.c. 8 ON 1.50" scale = 0.5289 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : GTN Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: VT13 CONTRACTOR. Dsgnr: TLY Chk: Date: 5-19-03 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wind bmeing, portal bracing or similar bracing which is a par 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 I-ax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live o.0 p rt O.C. Spacing: P g: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing al ends and specified locations determined by the building designer. Additional bracing of o•era0 structure may be reyulred. (See HIB-91 of TPi). BC Dead 2.0 psf p Design Criteria: TPI LICENSE #0050068 (truss Plate Institute, TPI- is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DROVIEDOYL32766 TOTAL 25.0 psf 1 V709.05.0 - 25 1- 6 Design: Matrix Analysis JOB PA77I: CATEE-LOKIHOMEOIR HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer dbciairns any responsibility for damages as a result of faulty or incorrect Information, speclBcalions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ciflc project and accepts no responsibility or exercises no control with regard to fabrica- tlon, handling, shipment and Installation of trusses. Tits 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 engrnced• 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 cllmaUc records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for moinge or occupancy bads. 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 maxbnum spacing of 10'-0- o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawmg 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 shag be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Ls 5- wide x 4- long. A 6.s8 plate is 6" wide x 8- long. Slots (holes) run pamgel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless olhernlse shown. For additional trfomnatlun on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed inaccordance 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- Mon and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Nomad 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 shag be sought If needed. Concentration of construction loads greater than the des lo ads ads shag not be applied to I— al any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. JB: GEORGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 3-0-0 0-10-4 i WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125u1ph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 37.0 ft W= 13.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TI: VT14 9TY:1 = _ ____= ==Joint L== = ocations====e:======= 1)= 0- 0- 0 8) 8-11- 8 15) 8- 7- 8 2) 0- 7- 8 9) 10- 7- 8 16) 6- 7- 8 3) 2- 7- 8 10) 12- 7- 8 17) 4- 7- 8 4) 4- 3- 8 11) 13- 3- 0 18) 2- 7- 8 5) 4- 7- 8 12) 13- 3- 0 19) 0- 7- 8 6) 6- 7- 8 13) 12- 7- 8 20) 0- 0- 0 7) 8- 7- 8 14) 10- 7- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -20 0 BOT PIN 13- 2- 4 0 0 0 BOT H-ROLL 4-3-8 4-8-0 4-3-8 1 2 3 s 6 7 9 10 11 r- .00 6 6.00 2X4 3X6 3X6 2X4 2X4 2X4 LA4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 3-0-0 7- 0-1110-4 13-3-0 20 19 18 17 16 15 14 13 12 0# 1.50" oa ].scam L 1-0-8 I 13-3-0 1-0-8 (RI-0-4) EXCEPT AS SHOWN PLATES ARE T110 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.4370 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: WO: GTNBV LM-aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT14 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 5-19-03 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or sinngar bracing which Is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psr 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 roust be BC Live 0.0 psr O.C. Spacing: 24.0" p TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stmeture may he required. (See f11D-91 of,Pn9 Desl n Criteria: TPI LICENSE #0050068 (fni s Plate Institute. TPI. !s located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DROVIEDO.FI-32766 TOTAL 25.0 psf V'0 05 02- 22 3- 7 -^a••• •.•W� ^•�7+�+ + mere: L:11Zr-LUAI/7UMCUIK fiCS. 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on irdornation provided by the client. The designer disclaims any responsibility for damages as n result of faulty or incorrect information, specifications and/or designs furnished to the In ss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific pmjmt and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of truss- This truss has been designed as an individual building component in accordancc with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, pm)ect 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) ate continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10•-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify, that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fimllon. 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 light fitting wood to wood boring. Can. nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the Joint unless otherwise sham. 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 specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues 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 AB bracing and erection recommendations are to be followed in accordance with 'Handling InstaUing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads 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: GEORGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise ..TC... FORCE ... CSI 3-0-0 T 1 1-10 4 ..BC ... FORCE ... CSI WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" O.C. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 37.0 ft W= 13.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TI: VT15 QTY:1 == == ----==Joint Locations=====_=======r;= 1) 0-0 0 8) 10- 7- 8 15) 8- 7- 8 2) 0- 7- 8 9) 10-11- 8 16) 6- 7- 8 3) 2- 3- 8 10) 12- 7- 8 17) 4- 7- 8 4) 2- 7- 8 11) 13- 3- 0 18) 2- 7- 8 5) 4- 7- 8 12) 13- 3- 0 19) 0- 7- 8 6) 6- 7- 8 13) 12- 7- 8 20) 0- 0- 0 7) 8- 7- 8 14) 10- 7- 8 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -53 0 BOT PIN 13- 2- 4 0 0 0 BOT H-ROLL 2-3-8 8-8-0 2-3-8 1 2 4 5 G 7 8 10 11 6.00 2X4 0 3X6 3X6 2X4 2X4 IVA 2X4 LX4 2X4 2X4 2X4 2X4 2X4 13-3-0 20 ON 1 50r19 18 17 16 15 14 13 12 L 1-0-8 1 OU 1.50" (R1-0-4)1 13-3-0 1-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (R1-04 Studs ® 2-0-0 o.c. sc cale = 0.4370 (Hnaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOX1.327a8 Dorian• Mnrrir dnnlvd, WRkKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing, wind bracing. portal bracing or similar bracing which is a 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 nude to anchor Literal bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure rnav be required. ISee 1118-91 of TPI). rfruss Plate Institute, TPI, is located at 50 D•Onafrio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr. TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 psf Truss ID: VT15 Date: 5-19-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to lire thus designer by the client and the correctness or accuracy of this infomwtlon as It may relate to a spe- efic 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/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer fregLsleted architect or professional englncerl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads. project 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 conitnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceding. they should be braced at a ma rtmum spacing of I U-0" o.c. Connector plates shad 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 shad miew this drawing to verify that this drawing Is to conformance with the fabricalor's plans and to realize a contmumg responsibility for such veri- Bcatlon. Any discrepancies are to be put In writing before eultmg 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. neclor plates shad be located on both faces of the truss with na11s fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate ts 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 an web members shall meet at the mritrold of the webs unless otherwise shown. Connector plate sizes are minlrnum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This mass 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 Ad bracing and erection recommendations arc to be followed In accordance with "Handling Installing & Bracing". HIB-91. Trusses ate 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- ltion and for reslslhng lateral forces shad be designed and Installed by others. Careful hand- drng 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 evperienced In the Installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1-0-0 WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 2.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TI: VT20 9TY:1 ===Joint Locations=======____===f 1) 0 0- 0 3) 2- 0- 0 2) 2- 0- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -84 0 BOT PIN 1-11- 4 2 0 0 BOT H-ROLL 2-0-0 11 1 2 6.00 3X4 2X4 ON 1.501n 3# 1.50" 2-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OROVIEDOXI-32766 Design: Mrarir Analysis 1-0-0 Studs ® 4-0-0 o.c. scale = 2.1000 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. lob: Dwg: Dsgstr: TLY Chk: Truss ID: VT20 Date: 5-19-03 TC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown on this drawing is not erection bmcing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 which is a pan of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prowlsians must be BC Live 0.0 psf O.C.Spacing: 24:On P g• made to anchor lateral bracing at ends and specified locatlons determined by the budding designer. Additional bracing of the overall structure may be required. fSee HIB-91 of TPd. BC Dead 2.0 � r Design Criteria: TPI fl'russ Plate Institute. TPI, is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). .,i Code DeSc: FLA TOTAL, 25.0 psf :0 05. 2- 259 - 7 JOB PATH: CATEE-LOKIIIOMEDIR 1ICS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the chent. The designer disclaims any rnponslbthty 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- clf c project and accepts no respomibWty or exercises no control with regard to fabrtm- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-19%and NDS-97 Lobe Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loading, 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 Imds, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Imds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension art not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvaniwd steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is In conformance with the fabneat is plans and to realize a continuing responsibility for such ved- Bcation. Any discrepancies are to be put In will ing before cutting or fabrfcatlon. Plates shag not be installed over knotholes. knots or distorted gram. Members shag be cut for tight filling wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shag be sysn. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A &B plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate 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 s 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 Ag bracing and erection recommendations are to be followed In accordance with'Handing Installing A Bracing", HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - Won and for resisting lateral forces shag be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for asses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not to applied to trusses at any time. No loads other than the re weight of the ectors shall be applied to trusses until after all fastening and bracing Is completed. JB: GEORGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 6# ..TC...FORCE ... CSI ..BC...FORCE...CSI 2-0-0 WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 4.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TI: VT21 QTY:1 == __==== ===Joint Locations==========e: 1) 0- 0- 0 3) 4- 0- 0 2) 4- 0- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -202 -6 BOT PIN 3-11- 4 6 0 0 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 202# 4-0-0 11 1 2 6 0000 0# 1.50" 3X4 2X4 4-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.0VIED0.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrruss Plate institute, TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). 2-0-0 7# 1.50" Studs ® 4-0-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 psf scale = 1.0500 Truss ID: VT21 Date: 5-19-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.1]rr Design Criteria: TPI Code Desc: FLA 11CS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslblity for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific pmject and accepts no responsibWty 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 AN51/TPI 1-1995 and NOS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engtnced. when reviewed for approval by the building designer, the design loadings shown most be checked to be sun that the data shown are in agreement with the total building codes, local climatic records for wind or snow loads, project specillmUons or special applied loads. Unless shown. Crum has not been designed for storage or occupancy loads. The deslgt assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless other rbe specified. When bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a imudmum spacing of 10'-(- 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 fabri allon. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbWly for such verl- ficaliun. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be tnstaUed over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run pamBel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. connector plate sizes an 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 AB bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing'. I11B-91. Trusses are to be handled with particular can during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for trusses requites such temporary bracing do" Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Coneen"don of construction bads grater than the design bads 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 bmcing is completed. JB: GEORGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 3-0-0 WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8- o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V_ 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. Bi Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TI: VT22 9TY:1 == ===Joint Locations=== e:e:===__==�W 1) 0- 0- 0 3) 6- 0- 0 5) 1-10- 4 2) 1-10- 4 4) 6- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 16 -24 BOT PIN 5-11- 4 0 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 24# 6-0-0 1 2 3 0# t.50n 3X4 2X4 2X4 6-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNEWA DILOVIEDO.FL92766 n.r, xr_. . A.... WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlUonal bracing of the m•erall structure may be required. ISee HIB-91 of TPil. fi'ruas Piste ImUtute. 7PI. L located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 3-0-0 ON 1.50m Studs ® 4-0-0 o.c. scale = 0.7000 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 Truss ID: VT22 Date: 5-19-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on tnforma lmi provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- dfle project and accepts no responsibility or u mtses no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigld -Wng, they should be braced at a maximum spacing of 10'-(' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responslbWty, for such vert- fication. Any discmpancles arc to be put in writing before cutting or fabrication. Plates stall not be Installed mcr knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be locatcd on both faces of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shorn. 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 specified. Double cuts on web members stall meet at the -mrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increued for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Auallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with -Handling installing b Bmcing'. 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 lnsses in a straight and plumb pos- Man and for resisting lateral forces shall be designed and Walled 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 Iruallation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design bads stall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unlll after all fastening and bracing is completed. JB: GEORGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 14# 4-0-0 WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. End vertical(s) not designed for exposure to lateral wind pressure. -TC ... FORCE ... CSI ..BC ... FORCE ... CSI TI: VT23 QTY:1 ========= ===Joint Locations=============== 1) 0- 0 0 3) 8- 0- 0 5) 3-10- 4 2) 3-10- 4 4) 8- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -11 -14 BOT PIN 7-11- 4 0 0 0 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 8.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 8-0-0 1 2 3 sx4 2X4 2X4 4-0-0 8-0-0 6 5 0# 1.50" 4 ON 1.50" le 8-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 4-0-0 o.c Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.i'L02766 I)-i— Aln in Annhv:, WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. Iwmsl bmcing or slm8ar bmcing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the rnerall structure may be required. (See HIB-91 of TPI(. ffruss Plate Institute. TPI• Is located at 583 D'Onofrio Drive. Madison. Wiscorsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 osf scale = 0.5250 Truss ID: VT23 Date: 5-19-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 22600- 7 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Infomtatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect specifications speccations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ciflc project and accepts no responsibility or exercises no control with regard to fabrics- llon, handling. shipment and Installation of trusses. This truss has been designed as an Indhidual 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 (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc 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 ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ❑catlon. Any discrepancies arc to be put In walling before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Membcn shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet nl the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fbe retardant treated lumber unless otherwise shown. For addlUanal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed in accordance with -Handling Installing A Bmctng', H18-91. Tnsses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be 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 bist;tUation between trusses to avoid toppling and dominotng. The supervision of erecion 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 bads other than the weight of the erectors shall be applied to I- until after all fastening and bracing is completed. JB: GEORGETOWN B 4AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 22# 5-0-0 WO: GTNB4 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8- o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the conposite result of multiple loads. End vertical(s) not designed for exposure to lateral wind pressure. .TC ... FORCE ... CSI ..BC ... FORCE ... CSI TI: VT24 9TY:1 === = ===Joint Locations======---==-=== 1) 0 0- 0 3) 10- 0- 0 5) 5-10- 4- 2) 5-10- 4 4) 10- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -60 -22 BOT PIN 9-11- 4 0 0 0 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W. 10.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 10-0-0 Ilk 1 2 3 3X4 2X4 2X4 5-0-0 10-0-0 11 6 5 4 0# 1.50" 0# 1.50" is 10-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 4-M o.c. scale = 0.4200 11YAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GTNB4 (!M!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT24 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 5-19-03 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Dracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmllnr bracing which is a part 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: 24.0" TOMAS PONCE P.E. trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the memllstn,cnnemay berequired. (See iflB-9IofTPl). BC Dead 2.0 psf DeSI n Criteria: TPI 9 LICENSE #0050068 rrnss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DROVIEDO.M32706 TOTAL 25.0 psr V70 05.02- 22 - 7 — —1— t,:IILL-LUAVIUAILUIK HCS: 08.20.02 JB: GEORGETOWN B 4AC: 10# UPLIFT D.L. WO: GTNB4 WE: TI: VT25 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 ® 2X4 TRANSVERSE BRACING nailed flat to edge _ =1)a=0_ _==_===e:joint Locations=========_____16 This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE - 0- 0 4) 12- 0- 0 7) 3-10- 4 component and has been based on information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3-10- 4 5) 12- 0- 0 8) 0- 0- 0 provided by the client. The designer disclaims any saresultof GABLE STUD: 2x4 SP #3 Analysis based on Simplified Anal el. yorinsroWtyfor nfordamages tion. incorrect W'ortnatbn, specifications All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the ---- MAX.IREACTIONS)PER BEARING LOCATION----- and/oror and/or designs furnished to the truss designer continuously braced unless noted otherwise. composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy End vertical(s) not designed for exposure 0- 0-12 0 -14 -9 BOT PIN of this information as it may relate to a spe- WndLod per ASCE 7-98, CSC, V. 125uph, to lateral wind pressure. 11-11- 4 0 0 0 BOT H-ROLL cincproject and accepts noresponsibility or control with regard ueroi-eshan H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: li tin, handling, shipment and Insmllauon of installation Bld = Encl L= 60.0 ft W. 12.0 ft Truss TyP'e Support 1 9# ppo trusses. This truss has been designed as an in INT zone, TCDL= 4.2 psf, BCDL= 1.2 psf trulMdual building component in accordance with Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow loads. project speclflcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) arc continu- 12-0-0 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension are 1 2 3 4 not fully braced laterally by a property applied rigid ceiling, they should be braced at a Q maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed at-] meeting ASTM A 653. 2X4 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 veA- 2X4 Bcalion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood tearing. Con- 6-0-0 nector plates shall be located on both faces of 6-0-0 the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is5- wide x 4- long. A 6x8 plate Is G 2X4 wide x 8- long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sites are minimum sizes based on the forces shown and my need to be Increased for certain hand- ling and/or erection stress-. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to 3X4 2X4 2X4 2X4 ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are Ica be followed In accordance with "Handling insmWng 6 Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avold toppling and dominoing. The a,pervslon of erecu— of I.- shall be under the control of persons experienced In the Installation of anuses. professional advice shall be sought If needed. Concentration of construction Inds 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 untilafter all fastening and bracing Is completed. 12-0-0 8 7 6 5 0# 1.50" 0# 1.50" le 12-0-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 4-0-0 o.c. scale = 0.3500 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: aronda Systems LM_ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: VT25 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 5-19-03 4005 MARON DA WAY TIC Live t6.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wild bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 O.C.Spacing: 24:Onr i ac (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss memrs beonly to reduce buckling length. Pm'-islons must be BC Live 0.0 psf p g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionaloverall bracing of the stmeture may be required. (See HIB-91 of TPI). 0 f BC Dead 2.Ps Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute. TPI. Is located at 593 D'Onofrlo Drh•e. Madison. Wisconsin 53719). Code Desc: FLA IDOS VANNESSA DR0VIED0.FL327G0 TOTAL 25.0 psf V:09.05.02— 22602— 7 ✓cvxn. mmru nmaiysrs JUL' YAM: LAItt-LUMHUMYJAR HCS: 08.20.02