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301 Fairfield Dr 04-2820 SFR
PERMIT ADDRES O 1 P�4i4e.)d CONTRACTOr ADDRESS PHONE NUMF Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE t7 d SUBDIVISION er in O PERMIT # O� c� (YdC) DATE / / LP D PERMIT DESCRIPTION RL S k PERMIT VALUATION SQUARE FOOTAGE s cj- 0 J '+l410RAT City of Sanford Certificate of Occupancy This is to certify that the building located at 301 Fairfield Dr for which permit number 04-2820 was issued and has been completed according to the plans and specifications filed in the permit, to wit a New Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz 03/08/05 Engineering: C. Smith 03/21/05 Public Works: J. Crumpton 03/09/05 Utilities: R. Blake 03/10/05 Fire Department: Zoning: Maronda Homes Y1n� 03/22/05 Property Owner Building Official Date CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION DATE: PERMIT #: d*/-V,ADDRESS: CONTRACTOR: PHONE #: **** New Single Family**** 03/07/05 04-2820 301 Fairfield Dr Maronda Homes Joe 321-869-2233 The building division has prepared a Certificate of Occupancy for the abore location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering ❑Public Works ❑Utilities ❑ Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) VLg IN CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** New Single Family**** DATE: 03/07/05 PERMIT #: 04-2820 ADDRESS: 301 Fairfield Dr CONTRACTOR: Maronda Homes PHONE #: Joe 321-869-2233 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 COND W ❑ Fire ❑Zoning ❑Licensing ON►7: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCY; REQUEST FOR FINAL INSPEC'II0�9 I a � * **** New Single Family***co CL DATE: 03/07/05 . N PERMIT #: 04-2820 �° Qj 0 ADDRESS: 301 Fairfield Dr v � ; C. a .° o At CA CONTRACTOR: Maronda Homes a t z ` °' PHONE #: Joe 321-869-2233 =� ti�+- u U M C 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 0Fire ❑Public Works ❑Zoning tilit' ❑ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 3/08/05 15:12:40 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID Location address . . . . . Primary related party . . Type options, press Enter. 5 View detail Opt Description _ CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 270925 301 FAIRFIELD DR Free -form information 3/4"RC METER SET FEE $190.00 PD 8-20-04 REC#7120 F2=Address F3=Exit F5=Special Notes F12=Cancel LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 3/08/05 15:12:32 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID Location address . . . . . Primary related party . . Type options, press Enter. 5 View detail Opt Description 269485 32.19.31.516-0000-0010 301 FAIRFIELD DR _ PLANNING & ZONING COMMENT _ CUSTOMER SERVICE NOTES _ CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE 2 SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2820 PD 8-19-04 SEE REC#7120 3/4"WA METER SET FEE $190.00 PD 8-20-04 REC#7120 F2 Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel SMITH DRAFTING & SURVEYING, INC. P.O. Box 4518 DeLand, FL 32721 (386)734-7047 /V4XcN 1-5 , 2005 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Ike: Lot / ; Celery Lakes Phase 2; Plat Book 65, Pages 29 and 30; Public Itecords of Serninole County, Florida. aka: 30/ PR/✓E ; Sanford, 171orida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sarrlurd Building Code. Respectfully; MV - Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Im oriant: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME roncy-rvurnwr IVAeaV,44_5 BUILDING STREET ADDRESS (Including Apt., Unit; Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company MC Number 3 0/ Z�Wl - I d CITY STATE ZIP CODE SAN�o?,o FLoi2/of� .3277/ PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) L07- / C6GE2Y L.4KE5 Pr4.95E 2 - /OLArBoro.0 65 ocks. 2-9'4W,0 3O_ BUILDING USE (e.g., , esidential, Non-residential, Addition, Accessory, etc. Use a Comments area, If necessary.) LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: ( ##° - ##' - ##.W or ##.##gW) js NAD 1927 LJ NAD 1983 SOURCE: L� GPS (Type): LI USGS Quad Map go other Ri6w.QO p�AT SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CITY of S_A1 o /Z02.9 SEM/.tlOGE Covi✓TY �Zor�/O/9 MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL B8. FLOOD 89. BASE FLOOD ELEVATION(S) F84. NUMBER , , DATE EFFECTIVEIREVISED DATE ZONES) ))!YAI (Zone AO, use depth of flooding) 2//7c clxs E 2, /7, /955 yplza- /7 /9yS B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. 1_I FIS Profile I-1 FIRM I-1 Community Determined 1_1 Other (Describe): N�fI B11. Indicate the elevation datum used for the BFE in B9: In NGVD 1929 j-1 NAVD 1988 1J Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area gr Otherwise Protected Area (OPA)? 1J Yes JW No Designation Date:/A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: I_IConstruction Drawings' 1JBuilding Under Construction' ®Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. 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.) C3. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.a-i below according to the building diagram specified In Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum N6t/y/92Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? 1_1 Yes No is a) Top of bottom Floor (including basement or enclosure) 28 ..32 ft.(m) m ❑ b) Top of next higher floor A114 ❑ c) Bottom of lowest horizontal structural member (V zones only) ^0A _ ft.(m) o o • d) Attached garage (top of slab) 2 7. 5!f ft.(m) E W g m 3? • e) Lowest elevation of machinery and/or equipment E m ZO0� servicing the building (Describe in a Comments area.4*.c 1P 2 7 .>�(m) ft. 4 f) Lowest adjacent (finished) grade (LAG) 7 L ft.(m) Z' 21 ■ g) Highest adjacent (finished) grade (HAG) 27.6 ft.(m) ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade ❑ 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. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME _. _ _ LICENSE NUMBER TITLE COMPANY NAM .265 06 T l7W f%2AFT/Ak-. sr/.e✓��EY��c b! litic . ADDRESS PO �8 CITYOE��Q STATE Ol1/�% ZIP CODE SIGNATURE DATE. TELEPHONE leW /S Zoos .396 - 34 — 70177 FEMA Form 81-31, Ja See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from .Section A. For Insurance Company use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy'Numberr 1 CITYL STATE ZIP CO /✓,GO.QO .,G ,oexc/4 3.Z 7 I Company NAIC Number I 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 I 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 E5. 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 LI_I ft. (m) I —I —I in. (cm)1_1 above or IJ below (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building Is 1-1—I ft. (m)1-1_1in. (cm) above the highest adjacent grade. Complete Items C3.h and C3.1 on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is I_1_1 ft. (m) I—IJ in.,(cm) LI above or 1J 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 community's flood lain management ordinance? Yes I I No I I Unknown. The local official must certify this Information in Section G. SECTION F.- PROPERTY OWNER (OR.OWNER'S REP ESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sectlon$ A. B, C (Items C3.h and C3.1 only), and E for Zone A (without a FEMA-issued or community -issued BFE) or zone AO must sign here. The statements in Secdons-A,' B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME l'�•7 ADDRESS . CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS I_] Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Thy local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sectidns A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. . G1. 1_1 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. 1_1 A community official completed Section E fora building located in Zone A (without a FEMA-issued or community -issued BFE) of Zone AO. G3. 1_1 The following information (Items G4-G9) is provided for communty floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: 1_1 New Construction 1_1 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 COMMUNITY NAME TITLE TELEPHONE SIGNATURE DATE COMMENTS I I Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit #: ! r—� O a 0 7Date: -1 - 1 S ' Job Address: ,30 1 f o t 4i � l d L)r fine -A l Ce,14e n; . Ladee r Description of Work: .Set r— & L d � �5 Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler I n (<Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage:. Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name &Address: Aldh.109ndw ice--&G-- leid STD /St0 Phone: Contractor Name & Address: 13Yi-n Kl ht/-e— Se— ni O r.c f3 �r d a /e State License Number: fC FO OO e 4 1/ Phone a y0 Contact Person: Phone: 7. Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: 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 y be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management di cts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida a aw, FS 713. ,V Try' Signature of Owner/Agent Date Signature tractor/Agent Date: Print Owner/Agent's Name Print Cont for/Agent's Name g Signature of Notary -State of Florida Date Stgna re o otary-State of lorida Da vmi Owner/Agent is _ Personally Known to Me or Contractor/Agent is v Personally Known to Me or p Produced ID _ Produced ID'3` Y� APPLICATION APPROVED BY: Bldg: Special Conditions: Zoning: (Initial & Date) (Initial & Date) Utilities: FD: (Initial & Date) (Initial & n Trmrwr III // III nrn 'IouA *�' *1 J0p- n^rr. '��--17~0 Lj ���-���� w/ c�p�� BUJLnTNn PFnmT cm|wTv � � UNTr t-Nnnnr���k ~~ " =~w~d TRAFFIC 7nwF, J||nTSDTcTTnw, o/. r`ry n,, CZ^wl:7nnn �rr. r... ~~` ... .... ... .... � . C,/mnn/`c'`n rnurr' mur n nr'��J ��1 n/nrv. /nr. � '- � � - �r=��~a~� x nmwrr w�mr.��y�� unnnrp�'^ �� � w�� � m^~� ������� ��-�^�� v^ ����/�� �����������^���� ^-�������~^<�-'/^ ��«���� �pP/ rc�wr u�mr^ «~~~� ' ^--' ' ~J LAND ||SF , oo1""*1 cn P"�i 'I" n�u=.c:p TYPE USE: Rpsi(.1pnti;.)l WORK DFs[RTPTTnIII , 5;11.)n1p Filv I. -I n~+�rInpd +r//r+inn FEE nFNFFTT n�TF FFF / III 7T eATF pFn w w TvpF TnTm n||F TYPE DIST SrHEDULF DF9r' ||NTT DF i|III TT� ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705'00 ROADS -COLLECTORS NORH O dwl unit $, 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.O0 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1.384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285.00 ` STATEMENT ~] �� RECEIVED BYSIGNATURE (pL��SE PRINT NAME) � ) ��~��^� ^^ NOTE TO RECEIVING SIGNATORY/APP| T[ANT, FAT|||RF TO NOT7FY muuFn wwD ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-[TTY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHT[H ARE DUE AND PAYAn|F PRTnn Tn r5:Z5:"I/^1%1r1 nF n/mnTwn �F,nmn.' PERSONS ARE ALSO ADVISED THAT ANY RTGHTS nF THF APP| TcANT' OR nWNrR' TO APPFA| �HF rmOUAT7nw5:, nr ru1::* PnAn| 7nn�Pv �v�rrm �un/nn EDUCATIONAL (SCHD0 ) TMPACT FFFS M||ST T.*4F FXFR[TRFD BY FIiTN A WRTTTFw I7�FmjFC,T u7w 4s cmP,unun nAvR nV, nI::-cn SIGNATURE DATE ABnVF' R//T NOT |ATFR 1H4Iw CFnTTFT�ATI:: OF D[[/|PAw[Y DR OCC||PAN(`Y' THF nFn\|FST F.-FIR, eFV7Fm m||sT nnrMl::'urZ nl::' r*F COUNTY LAND DEVF/OPMFNT [nDF' [qP7FS OF T*F R|UFS nnVFRwTNG Al::,pFA|� MAY nF p7cxFn I Ip' ne nFm�FnTFn' rnnm rur p/uw rmm��rururrnu nrrrcF' 11O1 EAST FIRST STRFFT' SAwFORn' FI nnTnn �r771, /407) A,'.,s-7474' PAYIII FNn nF III AT) F Tn, crry nF ��wFnnn R|I'll nTNG DFpARTIII FNT :",00 wnnT* pAeK AVFw||F n^wV'nnn I::-/ 3r7,7 11 PAYmFwT Rumxn nr nv cuI::,rx nn mnury uun CIumxn nr1:7 C:n1:7urr THE STATFMFIII T w|ImnVn Awn [TTY nI|T|nTwn pFnmTT N/Al, TTnP |FFT nF T*F uFIT rr1::* . ' ***THSTATFmFwT T5, Vm Tn nmv Tw cnw�I IwcT7nIII mTT1.-1 TSC;||A Nrr nF ell *** 1:7 r�mnv n/mnrun Permit #: Oq Job Address: 301 fill Description of Work: Historic District: A U CITY OF SANFORD PERMIT APPLICATION Date: Zoning: Value of Work: *30 Permit Type: Building _X_ Electrical Mechanical _ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: ISU Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: ` (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Sprines, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Su 955 ll+er-Rd.F Ste. 11500I t3 e s FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 nta tte'rs n: U xe�Pell'e rino`� Phone: (407) 659-3719 Bonding Company: 14-1 Ud t Address: Mortgage Lender: Address: Il;f;.•d` — r .� �.;:� Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 327 1 " r f/+t s r irn, _ Fax: (407) 321-3913 Application is hereby made to obtain a permit to do t&ork w4in RWIW44h �- it . > i y that 7to 'r installation has commenced prior to the issuance of a permit and that all work will be performed to m-standaMsof all laws -regulating construction in t is jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN -ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other govemtnental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. j JUN 14 2004 JUN 1 4 2004 Signatu of er/Agent Date Signature f ctor/Agent Date Russell Keith Summers Russell Keith Summers Print Owner/Agent's Name Print Contractor/Agent's Name UN t 4 2004 JUN + 4 2004 ,0 - A�_ad&Al Signature of Notary -Slat - Florida Date Signature of Notary -Slat f Florida Date LAURIE PELLEGRINO 9 � �� ErpeM 7ntillOG'1 a 11mesd r.0 le��'. �?r,! Fbetda NON V Assn.. the Ownert(A@enLes••!ON• PeMMdNylCnown't*A4e or Produced ID ••MN••tNM•• LAURIE PELLEGRINO 3r Colmar M19 foSZE04 � ErpetM 7nti1/l007 = �A Iltaded Iwu MMKV-4mi N,° w FbrtOa Notary Assn.. Ire - Contractorr'Agt',tR'tr 7mo••"�!!ISYMtflyKNEd to Me or Produced ID APPLICATION APPROVED BY: Bld 2)i Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: $ S 5-r) b, 13 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: i Subdivision: CELERY LAKES PH 2 Property Address: 301 FAIRFIELD DRIVE ❑x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 55.3, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. M f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 394 S.F. Porch(s)/Entry(s) 21 S.F. Patio(s) S.F. Conditioned structure 1,477 S.F. Total (Gross Area) 1,892S.F. O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 1K 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Tuesday, July 06, 2004 SIGNATURE: !7�� (i3V' Wner or Authorized Agent) 11-...-I.W.1-.1--.1.r.-1.-J--4--.1 L.-..---.--,..-I a c 00,4 U. N U. 0 W J UtzI p z M'C9 z�oz UjUj OWia J=D: W tl Q J z Ujo:Q �aLn InJ gFo+a D v a v 1 w MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY PK 05375 PG 0197 CLERK'S 41 2004106966 RkUIRDED W11W21W 81i5b,115 PN RECORDINS FEES 1ILM RECORDED BY L McKinley NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 1 301 FAIRFIELD DRIVE: Subdivision: CELERY LAKES PHASE 2 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes. 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond WIRED COIF MARYANNE MORSE XWK OF CIRCUW COURT LENDER Name and address Bank of America, NA. 750 S. Orlando Ave., #102, Winter Park, FL 3278JUL 08 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. I$' St., Sanford, FL 32771, Fax: 407-330-5062 Phone: (407) 322-9484. (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement or to receive a copy of Lienors Notice as (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL kEIT4,§UMMI6Rs Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6TH day of JULY, 2004. Notary Public LAURIE .PELLEGRINO ...~��� `�y C .0 DD0232SU E Ares 7n62007 ® 6--W Cw (800)432-425/S a •P Fbrfoe Notary Assn.. Inc ' s............................................ i .. w Legend of Symbols and Abbreviations: Rl�o:.Saty/.Q'•�•a'1b�i.o> tea✓ Boundary Line Big. Bearing Field Field Measured PC P.. Permanent Control Point P T . Point of Tangency — - — Centerline Calc. Calculated Fnd. Found P.I. : Point of Intersection R : Radius Righi-of-way Line C B Concrete Block Gov'i Government P L S Professional Land Surveyor R L S Registered Land Surveyor Overhead Utility Line Ch Chord L.B Licensed Business P O B Point of Beginning AJW Right-of.way - - - - - - - - . Easement Line Conc Concrete O R Official Records P O C Point of Commencement Sec. Section L- Central Angle Const Construction Pav't. Pavement P R C . Point of Reverse Curve SrT Septic Tank ARC Arc Length its Concrete Slab P C Point of Curve P R M Permanent Reference Monument T B M Temporary Bench Mark Blk Block Elev Elevation P C C. Point of Compound Curve P S.1 Point of Street Intersection W/ With Boundary Survey: • ,� 4"�' �B • �i/�.CiELO .Suoc.6 . /�: 20 ' /i...Vr emu)` P.frvr w 2 •�•��. - . � G �Mi w ��. o9-z. -90. S S gig,..• /f/ (/►ayr -.. m • I Q � a G F,vo. Pi!'. a ..•. •, lyt.: _ �� ems- `�90• ri.�r!FnlavJ I) �N @ a 'S g0/F A '.`.5�+5 .�Eco `ra �, m y d�,z. o, ��• a �a/q1f Pssu/,rssG y... 8 • � �s s '�� a ,P h�� 1 � 1/ //.Z' W n 0 Qa ` h � d. 0 U� N io- O.tvi,✓,OGE E.V 3EMENr .eE�eoo 'iP.aM. • _ � C N I w y• �P �s-z¢.�¢ ,�,,,o. fie' I ,eE,voo w/ c g,- cs . z9c.99;• o,�,v�.✓,oGE Ar P.v. C .1 n in I P�'OwsEp .POAND,rE K " P BR) A 01 i 55. 73 'PwrJ Fib 0 ICERTIFIED TO. SMITH DRAFTING & SURVEYING, INC. 414-B. N. SPRING GARDEN AVE. DELAND. FL 32720 DELTONA, FL (386)734-7047 (386)769.2855 DRAWN BY: OE FGouiEeS REVISIONS: CREW CHIEF: ��0. Grs✓,.✓iEG' SCALE: = Po DATE: 72-1�NE /G , 2Gt�S� Woll G - 73�3- og FLOOD CERTIFICATION: According to the Federal Eaurgmicy Management Agency's 'Flood Innvanoe Rate Map'; Community Ptmel Number /2o29 + - oo 4�.r- 4E, Revised 4AA L /? /995- ;the property described and depicted hereon lied in Zone'\' C'Arw detmnmed to be outside 300 year flood plain" ) and does not lie within any 'Special Flood Hazard Arcs'. c,e i.o T/O .Co 7 E"2 y . cE S , �.y�.9.5 i9 LSuBoi vis � o,✓ �cc'O/2.0/.�/G To /JiJ,go .Sin/ Pe-9r Qook �0.5, �,9GE.5 Z3 ,Q../o 30 �UaL/G• ,eEcoe0.5 O� SEy!/nt7cE L�oun/�; PLANS REVIEWED CITY OF SANFORD I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief: and that this survey meets the minimum technica� standards set forth by the Florida Board of Profess onal Land'Surveyors I:i/Chapter 61G17-6, Florida Administrative Code pursfinni to SecMrl 472.027, Florida Statutes Sijiloy E. Srtuth FloudRegistered Land Surveyor CeAificPtri Nufnphr 3736 - NOT VALID'UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easement s.Itmi[alions. owner- ships, reservations, restrictions and/or right-of-ways. if any have been pro- vided to this surveyor, except as shown No underground installations or utilities have been located, except as shown. I Permit #: Job Address:Falmod CITY OF SANFORD PERMIT APPLICATION Date: Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical _ Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS _ Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 955 Keller Rd Ste. 1500 Altamonte Sorines. FL 32714 Phone: 407475-9112 Contractor Name & Address: WILLIAM T SELF 4005 MARONDA WAY SANFORD, FL 32771 State License Number: CFC057039 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone• (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 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: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 51a�1o� Signature Ifawn Agent Date Russell Keith Summers Print Owner/Agent's Name Signature of Notary -State Florida vwmr/Agent is _ Produced ID }C_ Personally Known to Me or 5)� S nat.dr.ef Contractor/A nt Date WILLIAM T. SELF Print Contractor/Agent's Name 5)alo� Signtlgrre of Notary -State of hbrl Date .••........ I ..... 0.0.... ........�.w...t IAURIE PELLEGRINO Conarrd DD0252006 Eons TAW007 trtorte.a tttru ceoo"32AM; aw FbMaNMIAnn. Ire Contr6btonM�getnfs•'••?f•"M1'JIIyKNbIvn to Me or _ Produced ID APPLICATION APPROVED BY: Bldg. 20-f Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICA Permit #: O Date:y Job Address: �b - iv Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: GARY CARMACK 4005 MARONDA WAY SANFORD. FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 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 AFFIDAVI f: I certify that all of the foregoing informaion is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entitijs sucli as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of th qu' em tsof Florida Lien Law, FS 713. Signatu o. f Oyut r/Agent Date Signatb a of Contractor/Agent Date Russell Keith Summers GARY CARMACK Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of 'da Date 7LAUM PELJ.EGRNNO7Egm Tner�ooTfr•.. F .bAOa NON�Yi Od�t1�HFS�Ltr11 7{_�ersonelly Known to Me or Produced ID Signature of Notary -State of Flo ' a Date GR1wN0 womm 9ottdtad ntt (W0)4=A251 OF t.� 1;1131,0114,0 y /trio., Inc ...........ii Cont raltett'ftyffl i? ... T Fe'M* nally Known to Me or Produced ID APPLICATION APPROVED BY: Bld A TI'L O '-f Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: O q CITY OF SANFORD PERMIT APPLICATION Permit # : ply Q Date: Job Address: LOT Q110) Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: DANIEL G PUGLISI 4005 MARONDA WAY SANFORD. FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of wner ant Date Russell Keith Summers Print Owner/Agent's Name �OLLW- A� 1a�o Signature of -Notary -State Florida Date iWJRlE PE" 00� ptplr 7M6/100f cowd ap�Sm - o nmt tee-C , Pbei a tVotaryAssn•, the : ................................ . OwriWXEent is _X_ Personally Known to Me or _ Produced ID Date Print Contractor/Agent's Name 5164 Signature of Notary -State o orida Date 1A RMF p CPELLECIWNO r Pomtr 000232110/ ® sataae tttru (8W)432-4254: Contiacto(% ttis. t.° "..�� ylAWn.tnown to Me or Produced ID APPLICATION APPROVED BY: Bldg) ? Y Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: ALaronda Homes AN EASILY OBSERVABLE BETTER VALVE! 955 KELLER ROAD SUITE, 1500 • ALTAMONTF. SPRINGS, FLoRioA 32714 407-475-9112 • FAX.' 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY ® CITY OF SANFORD ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 1, 301 FAIRFIELD DRIVE at CELERY LAKES PHASE 2. RUSSEL K`F-117r S MiWERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 6TH day of JULY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC IAURIE PELLEGRINO Cpnmt DD02328M E)pres 7/162007 onded thru 800)432J254: �r?Grn i` Bbrida NotaryAssn.� Inc .i ................................ MAY-06-2004;11:03 FRON:NISUS CORPORATION 865+577+5825 TO:4072653751 National Evaluation -Service, Inca 5203 La wourp Pike; Suits ZOO, Falls .Church, Virginia 22041-3401 Phone: 7031931-2107 Fax 7031031-6506 webalts: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright 0 2001, Nadona/ Evahtafion SatVes, ins. Issued October 1, 2001 BORA-CAP" TERMITICIDE, INSECTICIDE AND The Instructions w 1thln-this report govem If there are any conAlcta FUNGICIDE between the manufacturer's published Installation Instructions and this report NISUS CORPORATION 100 NISUS DRIVE ROCKFORD, TENNESSEE 37933 800-21:4 M7o ' Amiga ftlauscoro.22m WMtW.nlsutasr>s. m 1.0 SUBJECT SORA-CAREm Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION iS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE TermltIcIda Is used to provide protection against subterranean termites. SORA-CARE Is a Federal EPA registered Termlticide that Is applied to wood surfaces by spraying; brushing,'and injections and prevents Infestation of subtamneen termites. BORA-CARE kills the termites through Ingestion. The active ingredient In BORA-CARE Is Dlsodlum O toborate Tetrahydrats (DOT), which Is a mixture of borax and boric acid. BOPXCARE utilizes a patented formulation of this mineral salt (DOT) end glycols to penetrate -end protect the wood. When SORA-CARE Is applied to bare wood, It penetrates the wood and deposits DOT. Diffusion of BORA-CARE Into the wood continues after application until there -Is uniform distribution of the active Ingredlant In the wood member. BORA-CARE is water soluble, When -fresh wood with no sealants In treated with RORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member Is permitted to be cut aftor treatment Is complain. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticlde Is Installed In accordance with the manufacturers published Installation Instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shell be licensed pest control operators. The manufacturers published installation instructions and this report shell be strictly adhered to and a copy of these instructions shall be available at all times on the job site during Installation. 4.2 Application BORA-CARE Is a concentrate "that must be' dMiod with water before use. The dilution rate Is one pert water to one pert BORA- CARE for all pretreatment applications. Prior to dilution, SORA- CARE Is a thick viscous liquid -similar In appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE Is applied by spraying, brushing, and Infection. BORA-CARE is not a restricted category pesticide, but shall be opplledby a professional pest control operaterin Accordance with local, state, or federal pest control regulations. SORA-CARE Is clear and odorless. All wood surfaces shall be treated according to label derecti.ens when protecOng the structure for subterranean termHea. Pretreatment for subterranean termite protection eonslats of treating a two foot band of wood around that perimeter• of- a structure containing o trawl space or basement when the wood comes Into contact with the foundation walls or support piers. This treatment Includes.the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the 'sill plats and two feet up bra the well studs and wood sheathing. On wood where access Is limited to one or two aides of wood members such as sills and plates on foundation wralls, apply two mats of solution to exposed sides, allowing for a minimum of 20 minutes between applirations. Pretreatment Is performed at a point during the cortttruction process when the greatest access to all wood members Is available. Typically at the dried -In stage of construction when all structural wood and sheathing Is In place yet prior to installation of Insulation, mechanical systems, • electrical wlrin_q, -end plumbing. 4.3 Protection from Water Since 80RA-CARE Is water soluble, treated wood shall be protected from rain and snow. For long term protectlon, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated molsture contact, such as shower stalls, bath houses, etc. -shall be protected by a water -resistant point or stain. this repo►r it limited to the specoc prodact and data and ter!-rports rttbuiltted by the applicant in lu aplleadon requesting [hit report, No independent rests were perfomwd by the National Eralw4don Service, Inc. (NES). and NES rperveal/y es rant mate any warranty, elrher eVreurd or I� lied, as to any flnd1nj or other matter in this report or as to arty producl covered by this report. 77t/s ditelalmer includes, bet is ram Irmlted to, •trrehantabillry. This rrport !s also su?,jrrr to the !Imitation lured herein. _MAY-06-2004 11:03 FROM:NISUS CORPORATION 665+577+5825 T0:4072653751 P.003,003 a 'r Peport No. NER411i Pne 2 of 2 w....;HAN !.0 • IDENTIFICATION 7:1 This. Evaluation .Rppon and -the manufiacturiiIII published installatton inatruetlont, wNeft rpuiia� i•fhs Each container of BORA-CAREm -Termiticide, insecticide. and code official. shall be submitted at the time of permit Fungicide covered by this report shalt be labeled with -the •DDIICatiOft. manufacturer's name/and or trademark and this National 7.2 BORA=CARE shall be applied by applicators trained by Evaluation Service evdrwnov7 re;a.: •'_�:: ucn.c+� rnr } eld Ow r iJ18U4 Corporation and snail be licensed pest central operators. 6.0 EVIDENCE SUBMITTED 7.3 BORA-CARE shall be Installed In accordance with the 6.1 Manufacturer's descriptive literature, specMcatione, and manufocturees published inataflatlon Inet ut4lone• and Installation Instructions. this report 6.2 Test report, ieb'test of BORA-CARE treated wood -end 7.4 In areas wharf+ a soil treatmentlb4nter tarmitlelds . • reetment Is required by the•applicabla cods or local. untreated wood exposed -to -subterranean. termites, code official, -BORA-CARE Is applied only as a Formosan -Subterranean Termite and Eastern -supplemental pretreatment and Is not a replacement for Subterranean Termite, Ft- Lauderdale Research a required treatments or.berriers. Education Center,.University of Florida, Document No. WP IRO 11504, April 2, 1991. by Nan-Yao end Rudolf T.S • BORA-GN2E .vr■e evaluated only for resistance to ScheArahn. subterranean tormltes. 0.3 Test. report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7•ti BORA�ARE is water soluble and shall be prot,eeted art Subterranean Termite, Ft. 'Lauderdale- Research a noted In Section 4.3 above. Education Center, WAS, University of -Florida.. May, 1993, Masahiko Tokoro and Nan-Yao Su. -7.7 SORA-CARE has not been evaluated as a treatment (or resistance to termites on LVL produetg. 6.4 Teat report, January 1997 Progress Report, 57 months exposure, field evaluation of SORA-CARE treated wood 7.8 Thls-report -is •subject .to .re-examinetlon on. s periodic basis. For information on the current status of this the subterranean termite feeding and tubing near Report, NES Product Gulfport, Mississippi, comparison • of treated -and Evaluation consult the Evaluation untreated wood floor joist, Mississippi State Univor11ty Usting or canted the NES. Forest Products Laboratory,. TerryL Amburgey. . e.S Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA•CA E treated wood the subt■rranean termite feeding and tubing 'new - Gulfport, • Mississippi, • comparison of . treated. and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L Amburgey. 5.6 Test report, January 2001 Progress Report, 110 months aurpesure, field waluation of BORA-C.ARE-treeted wood the subterranean termtte feeding and tubing - near. Gulfport, Mississippi, • comparison of treated . and untreated wood floor Joist; Mississippi State Universtt)r Forest Products Laboratory, Terry L Amburgey. 6.T Test report on efficacy of BORA-CARE applied to OSS, plywood, pressure treated wood and FRTW, June 12, 2000, Mlsslrslppl State University Forest Products Laborstory; Dr. Terry L. Amburpey and MS: SY. Perlkh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the SORA- CAREm Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable afternete to that specified in the 2000 International Bullding Codem wrih 2001 Supplemertl, the 2000 Wemerionat Residenf/e/ Codom with 2001 Supplement, the BOCA Nallonal 80ding Code11999. the 1999 Standard Building. Code*, • the 7997 Uniform- Sadding • Coder', and .the .7998 inrameriona/ One- -and Two. Famuy OwdS69 Code subject to the following condition%: FORM 60OA-2001 FLORIDA ENERGY- EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building- Performance Method A PROJECT NAME: ROAK32B 1 CL02 ADDRESS: 301 FAIRFIELD DRIVE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New - 2. Single family or multi -family Single family - 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 3 - 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft) 1477 ft 7. Glass area & type Single Pane Double Pane - a. Clear glass, default U-factor 114.0 ft' 0.0 ft - b. Default tint 0.0 ft' 0.0 ft' - c. Labeled U or SHGC 0.0 fP 0.0 fP 8. Floor types a. Slab -On -Grade Edge Innilation b. N/A c. N/A 9. Wall types a. Concrete, Im Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage b. N/A R=0.0, 162.0(p) ft - R=4.1, 934.0 W - R=11.0, 188.0 ft' - R-19.0, 1617.0 ft' - Sup. R=6.0, 150.0 ft _ Builder: MARONDA HOMES Permitting Office: %s' oc">u Oy' Permit Number: , a�o• Jurisdiction Number: A I�t 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 19427 PASS Total base points: 22368 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. �y PREPARED BY: �..�.J DATE: JUL - 6 2004 I hereby certify that this building, as designed, is in compliance with the Florida E rgy Code. • OWNER/AGENT: DATE: JUL - 200 Cap: 28.8 kBtu/hr - SEER:12.00 _ Cap: 28.8 kBtu/hr - HSPF: 8.00 Cap: 50.0 gallons - EF: 0.93 PT' - Review of the plans and Txa sr �P, specifications covered by this indicates O� _ calculation compliance with the Florida Energy Code. Before construction is completed .. this building will be inspected for , , compliance with Section 553.908 COS Florida Statutes. PLANS R BUILDING OFFICIAL£ITy OF S A uFeRD DATE: EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 1477.0 25.78 6853.9 Single, Clear E 1.0 3.0 5.0 63.97 0.85 273.4 Single, Clear E 1.0 6.0 16.0 63.97 0.97 993.3 Single, Clear E 1.0 9.0 40.0 63.97 0.99 2542.5 Single, Clear S 1.0 6.0 16.0 48.22 0.95 730.7 Single, Clear W 4.0 3.0 5.0 57.68 0.48 139.5 Single, Clear N 1.0 6.0 16.0 30.19 0.98 471.2 Single, Clear W 1.0 6.0 16.0 57.68 0.97 895.4 As -Built Total: 114.0 6046.0 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 188.0 0.70 131.6 Concrete, Int Insul, Exterior 4.1 934.0 1.18 1102.1 Exterior 934.0 1.90 1774.6 Frame, Steel, Adjacent 11.0 188.0 1.00 188.0 Base Total: 1122.0 1906.2 As -Built Total: 1122.0 1290.1 DOOR TYPES* Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1486.0 2.13 3165.2 Under Attic 19.0 1617.0 2.82 X 1.00 4559.9 Base Total: 1486.0 3165.2 As -Built Total: 1617.0 4559.9 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 162.0(p) -31.8 -5151.6 Slab -On -Grade Edge Insulation 0.0 162.0(p -31.90 -5167.8 Raised 0.0 0.00 . 0.0 Base Total: -5151.6 As -Built Total: 162.0 -5167.8 INFILTRATION Area X BSPM = Points Area X SPM = Points 1477.0 14.31 21135.9 1477.0 14.31 21135.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 28128.7 Summer As -Built Points: 28096.9 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) 28096.6 1 1.000 (1.079 x 1.150 x 0.95) 0.284 0.950 8941.2 28128.7 0.4266 11999.7 28096.9 1.00 1.179 0.284 0.950 8941.2 EnergyGauge'rm DCA Forth 60OA-2001 EnergyGaugeORaRES'2001 FLRCPB N3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , . PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 1477.0 5.86 1557.9 Single, Clear E 1.0 3.0 5.0 12.37 1.03 63.7 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.6 Single, Clear E 1.0 9.0 40.0 12.37 1.00 497.0 Single, Clear S 1.0 6.0 16.0 9.90 • 1.01 159.5 Single, Clear W 4.0 3.0 5.0 13.25 1.10 72.7 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.6 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 As -Built Total: 114.0 1445.6 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 188.0 1.80 338.4 Concrete, Int Insul, Exterior 4.1 934.0 3.31 3086.9 Exterior 934.0 2.00 1868.0 Frame, Steel, Adjacent 11.0 188.0 2.60 488.8 Base Total: 1122.0 2206.4 As -Built Total: 1122.0 3575.7 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1486.0 0.64 951.0 Under Attic 19.0 1617.0 0.87 X 1.00 1406.8 Base Total: 1486.0 951.0 As -Built Total: 1617.0 1406.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 162.0(p) -1.9 -307.8 Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0 Raised 0.0 0.00 0.0 Base Total: -307.8 As -Built Total: 162.0 405.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1477.0 -0.28 -413.6 1477.0 -0.28 -413.6 EnergyGauge® DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT Winter Base Points: 4266.0 Winter As -Built Points: 6723.8 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) ' 6723.8 1.000 (1.068 x 1.160 x 0.95) -0.427 0.950 3207.3 4266.0 0.6274 2676.5 6723.8 1.00 1.177 0.427 0.950 3207.3 EnergyGaugeTM DCA Forth 60OA-2001 EnergyGaugeORaRES'2001 FLRCPB v3.30 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 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 12000 2677 7692 22368 1 8941 3207 7278 19427 PASS 1 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 clm/sq.ft. window area .5 cfm/sq.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 or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier Is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier Is installed that Is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2' clearance & 3' from Insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or dearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 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 Se rate 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. EnergyGaugal DCA Form 60OA-2001 EnergyGauge /FlaRES'2001 FLRCPB v3.30 } ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.8 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft) 7. Glass area & type Single Pane a. Clear - single pane 114.0 ft b. Clear - double pane 0.0 fP c. Tmt/otber SHGC - single pane 0.0ft2 d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage b. N/A ELECTRIC, , , , New - 12. Cooling systems Single family - 1 a. Central Unit _ 3 _ b. N/A Yes _ 1477 fY c. N/A Double Pane - 0.0 fP - 13. Heating systems 0.0 fP - a. Electric Heat Pump 0.0 fe _ b. N/A R=0.0, 162.0(p) ft - c. N/A 14. Hot water systems _ a. Electric Resistance R=4.1, 934.0 fe - R=11.0, 188.0 fi = b. N/A _ c. Conservation credits (HR-Heat recovery, Solar - DHP-Dedicated heat pump) R=19.0, 1617.0 ft- - 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, - PT -Programmable Thermostat, Sup. R=6.0, 150.0 ft - 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: JUL - 6 2004 Address of New Home: City/FL Zip: Cap: 28.8 kBtu/hr _ SEER: 12.00 Cap: 28.8 kBtu/hr - HSPF: 8.00 Cap: 50.0 gallons - EF: 0.93 - ;MES wa PT' - *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 EnergySta>f'`ldesignation), your home may qualify for energy efficiency mortgage (EE* incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Eff ciency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.30) Maronda Systems Engineer of Record: Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIVISUB MODEL 6CL00102 1-2 FAIRFIELD DR ORO-CEL ROAK3 RIGHT ROANOKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCE 7-98_ Thpcp tmcctac arp dpcinnprf fnr an pnclncprl hi lrlinn Truss ID Run Date Drawing Rev' wed Truss ID Run Date Revi Drawing ed No. of Eng. Dwgs: 31 Layout 5-30-03 R 10-5-02 Roof Loads - VT 4-11-01 S 10-5-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 S1 10-5-02 A 6-26-03 T 10-5-02 B 10-5-02 U 10-5-02 131 3-3-03 V 10-5-02 Total 33.0 psf C 10-5-02 D 10-5-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" E 10-5-02 F 10-5-02 G 10-5-02 H 10-5-02 H 1 10-5-02 H2 10-5-02 J 10-5-02 J 1 10-5-02 J2 10-5-02 K 10-5-02 K 1 10-5-02 L 10-5-02 L2 10-5-02 L 3 10-5-02 O 10-5-02 P 10-5-02 O 10-5-02 INV # DESC QNTY JUN 0 4 2004 DATE: 18331 THD26 18330 THD28 18360 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 THD28-2 1 SEAT PLATES 103 PLANS REVIEWED- OTY CF SANFORD 38-0 0 N CDf v 5 -d H2-GABLE 12-4 6-4 If I JOB NUMBER:ROAK3 CUSTOMER - JOB NAME: ROANOKE K 3 DRAWN BY: ech DATE: 5-30-03 PITCH: 4/12 8 6/12 O.H.:1-6" & 1'-0" BEARING - 8" LOADING - 33psf C r V � J2 I \ o n� I I i� i IJ I 12 % I J 6 I 6✓ J I J � I J 1 � li N J1-GABLE 19-4 l HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° Itisthe responsibilitvoftheinstaller/builder building contractor licensedcontractor erector orerroction contractor] to properly receive unload store handle install and brace metal plate connected wood tru s9s to protect life and property, The installer mustexercise the same high degree of safety awareness as with any otherstructural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CAUT,IOf�I:"-ThdbUild`ermb.ilding coniractoi:;licensed_= "' ` • .,cofiYa:actor orestoy; ocerection contracior.is advised- fo obtain:andaead:tt a entiretiooklet'. Commerifaryt: 'f• .,..-:.,,•-_4..y �;�: .•issrtta: -...I:Jr :u�:a. :.'1i:'Y'iira':-, kT .aj} ' - ancl:R commencia. e ions fac Handlin ,:Ins�aiimg' _ :g ''ti:"�BracinQ"ifl�etal�Ptat��:Coneiected,lNoocCTrusses;Nl3-: v,'�•'''�Hi• .•1,: :i,' ° ,.. -rr.;_:...Y.i :: 81"•;framatfie fiuss'RI te:InsY'itute c"°.l ti"YF r� �•s=- 4 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 Q 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. C'R"UTIONI Allterri;porary bracing`sliouldi be ndless - -:`ti.. {, � :C •tom: , - -_ : <M;,� - _,,_ �,�.:. _ .. ,..,,.• - - :. 'F�r•:� -- 'anr2x4"-r_adeamarked�-lumbet�:`:'All=connectlORS% = .a 9e'With•'minirvii�'m-.tof.-2=16d ne iEs. All :shoiidibe:.m ,trusses`:assumed:2':ron-center�or:Iess:.AII.� ulti-piy; -.:.':;•',�tPiissesshouldbetconnecie�'.iogetiie¢=in•acco� -. ti•1, ,�r rr•. ••; _:._nh,L._rz • - i �= : Via: �•.1:':.v • :<_, :i.5^-:.: ,, y.^• , ) design:drawings:'p-6r.toiinstsllationi' - t.s TRUSS STORAGE ^�Tiusses siiould:notbe,- �•.`6i� .i',ji''+_.. �y�h._-:� •+•' 1jy�)7.`•i'.n;-,n'j+t, ;e;ra::i v �� :unloade_drori46ugfn�ierrain:or•°uri -f�_v_�....;:� r'•aaLi:i._• • . ha ; � ' ., e'_den'surfaces:which;,could:cauuuse ,_>rp"i:o :io -damage�the'ir'bss; Li' A- -66 "sesstbr'ed,horizontal] CA'UTiION`TuX:-.,��k.,,,w=,t�fo.. sed+ocKin ttoiV,. I7 „: .,: .Vi.�•. ` :,•_.:r••+braced•to� revent.to Iln or:fi In ,�,.4,and,,lessen> ' --a.:i - -- f.2.iY-Rrtr:r. --5 wP' - ``f5and n ` uniil:insfallaEiora� r - a�DANGERa Doenot storektiundlupunless _WARNING.. Do iiot.break^ ' ,T . •._ .:y = •!•p�q N :.P•5�"3L.:?: - r<r,. roc �:a^ti!'J.is°'.�,r-!l. �•b:�., :.•:1Y ., "C;t=t.+4'•`.'.f,-.R..,:.: �•�:'.•Sr c �'.vr:?'Si s�T'=��.:•. . s sue...: s'Care..should'beexeccisedxiiifibandin(7 .re; ;`++properl�rbraced::Oo":notbreak+ba'nds uriti[!bundfes �-i:_.ge,.r -, 9:�... n.-'±,�::� s,,re•rr>r.7�':.mn,rvG�{rySt.Ht':^3%ifisf^c,;'�`l�:sT?':'�rv't��•LL`•:.. �•1 ,+ -G'.wr_'!r:'�i;f' �%� :v„�...r�xr•m=i.i:Yr'•^:'�. ."Sri-'1-';,;�.,,:ui,."r:;.i.i`-:':-.,-:nj.:..- .�' t• , ^:r �7:• 't;e.' o.auoidshiffin of�lndi�idual�trusses:;; ss ::ar;;; __�e�placedzin=a_statile�horizontah osltlon.:-;'.'.,;;,r .; :A - Frame N'GE ��`RN N6,.��;D,o��tnot�ilif,��puned�russes�y:��;e;;�.W::rw�u� -t f r w'-ISM1 e1141 bnds: Do�not;use�'damaged_trusses:. ,_:�`� ,r; :�><,_ r.O�P 1 Tag Line 60o 60' or less or less Approximately '/Z truss length pproximately Tag !/ztruss length Line Truss spans less than 30'. Spreader B,/ Toe In \ I Toe In Approximately /z to V, truss length Less than or equal to 60' Tag Line Soreader Bar Toe InToe In Approximately 1/2 to /, truss length Less than or equal to 60' '.: Eea 1.11-1.1 � ;fir- - -- :si, 1• �.�,®'MI ��-"•��c!�,Ci�F9lP�+�:"�I�rF-.r:'.(1`��-�,_: i!�`�•�niriF'; , MN STALL``l1�TION"� Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc, of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Strongback/ SpreaderBar ApproximatelV l 7/i to /, truss length Greater than 60' Tag / I Line Sirongback/ // Soreader3ar t•t 0' 10' At or above ;, � mid -height 9,\ /(F�•� • � II '�li'• i o I Approximately /,, to /, truss length Tag Tag I Greater than 60' Line Line wn'!ih'!this':summarvsheef�is,:apequate,;f_gra'iie;;- nsia" fkonc:oT r - _,:'v Lo c.u•r C�. tl..I br l.J 3¢i•,�: __ �•. �t ;qY,, .k - - __ ._r '9ur -r 'i;.;•F.'.'.-'r-•`;u�:ir�r;:EF,t�aav V ,�•� - - cq, •r•fi •;7,: _ '•i,.•,! .� .X:•Ff.'i•'�';:>a,'". :rv1, CL+ .•. ^ L,Ln n �, . mende:d�';Desi ri�`S ecif cauon-46r=Temp.orar iBracinrq.ofiYMefal,,r?fatevConnecfedr,6%i�oodr = fiRcoin i4, p. ^ .i i ; i.% •.+r•, LGti., _µ+*.^hrrl�... r"a,.,,.-., ein '�7ti:"_.. Pt[;'..,,^Jl�.rn• .iif1�S?�tit1't r.a ,,, }.J;-"•_ ..%,.' .: i' i OSSIble"Jr',!?a .Pd•1; t!' : t•1•t, ;nl �•n �I'.russ�siQ'SB=:89''and;in`sorne,xcases'deter;rnlne`.thafra:wide_r.'spacin,gTis;p GR©E)NJ.�'Br�ACiMCI:3llILDING� NT=RIOt�:' C r�CJPI� .BRACT{��: Bl1B! D{�:Ea:E Ti c �1C3 'ti •,r �',, '",. \ GBG� •., top Chord. Typical vertical -- End Wall �'crc LB T I ottecbme nt I Plan tZ.L, around brae. -vertical (GBV) 71 . _ I ^n i l� ' �.}7( :'.. •. •.``./dIF�, I Ground Blacc •.,� i- ion.: hord. —"GBV f _"' _r_ i. `•t.YX ` � i Vorticals i'a5V) ' i.4� nl1J� /illh �' .Nruar of bra. rr � 6%cral `Lil.BnG 9 up of iruase - �•E�n.d brace (EB) � y itrut Slj ntal lie member with D (HT) Frame 2 12 4 or greater —1 !S P y 1-654j rr� 7 -10. t i sCP ��`` J,l `rr,•Jli jl"e•�t'V6Tjs �^� i tiKd Top chords that are laterally braced can buckle logethor and cause collapse inhere in no diopo- k net bracing. Diagonal bracing should be naiiod to the unaeraiee of the top chord when purlino are attached to the topsido or the top chord. '. WAR.N'I'NG Failure; 0.f_'ll`owi 1 i�.r. _:�'�wrr :1 �`;ir`� ; `�:_ { ��§t'sa•;dvit�vy'+`'1 "witi:4v': 0.�itT•rJ'1: �'.:t. _t{;, . ;.�;;�. _. `-sev�ere�personal�in urn%�or.�da 'li:'. �:: _: cs.:"s.• _ {. SY.ti. - ht;',+t.•nx _- ^t:r�,a•.�..�',.3'..= vri:1��:' :i+�'! id= ,it.i.�_..�f: TOP CHORD?�s;•1: 'DIAGONALBRACE i }• .t c ::.:1 ''l' MIN LATE TOPyCHORD LEI :;: ti LATERAL' 9RAC� 'SPACING:(DBg . PITCI,1'; i " SPAN" Nr. 'DIF FERENCE SPACING(LBS] #: trusses]',r..- .-I-SPIDF SPF/HF Ur) to 2B'' I 2.5 7' 17 12 Over `LB' - 42' 3.0 6' 9 6 Over 42' - 60' 2•0 5' 1 5 1 3 1 Over 60' See a registered Professional engineer OF - Douglas Fir -Larch Sp - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. UP to 32' 4/12 B' Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5 1,6 I 4 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch Sp - Southern nPi Pine -Fir Pine HF - Hem-FirSpruce- Continuous Top Chord All lateral braces Lateral Brace —` I at least 2 Required trusses. 10' or Greate—I r — I � - i' Attacitment ( Required 12 5 F- " ..J. CyED=lSS ;;SCISSORS -TRUSS' 12 ----1 4 or greater 3Ott oil at eaci spscir.= -- - - - - - -- --- -- aU i80 OM:CHORDT Of�`AR'BFiACE LORD .-DI ai4CE �SPACINGr(DBSf"=r 3Sj'i,�,,wl#rtrussesJ"�;:' ' ':IM, ''7rp a —/--, 20 15 10 7 6 4 +ssional engineer SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Cross bracing rep_at=_d at each end of the building and at 20' intervals. 1NEB"Mt_MBER-'P�LAN, E`;�f C'1'I k'. y�!((lt''..�;;F���y.YJI [t`�' 'l.rli;,y11111.N• .�4yii.^1.�. 1•rrir'r]1.'rV4 J,y��r� 1�.>. "i1.:! :P`•� 2.a.••t.«.yl I,hr'.Vr-k•ril � � I.:fl1:�•.i'?ati-'• '; 77�, u �_'r::•�..r. --L-, VAT, - ��� �:f�,t.'Iy;�F;";la.ii�tirii,'.'It�'�,rti�''�'t in•. rya �� :'i:A•:i' �.,ti'y .:V,'. �'s•,.+m'1:lyhrtt.l,7:anr:t• '�''I' i,r..• i:'•r.il H�...rin'.n;��;" 'DIAGONA'L`BRACE MI ��OP,rCHORDI '�� %'J k` l:,ri �!i•'''r�; r"+h• NIMUPA MEP.TFi r.:SPACING,(LBSj 1.11 LAT.ERA'L"rB'RA' E '� a : SPACINGx(DBS) ''L ',:.:s.^�,•.r..c ra y ar;n" ilt«, ;trusses • r su'� y, T t l J' SP./'DF=_- SP'FIHF. ;'61f« Up to 32' 1 30" 8 16 10 Over 32' - 48' 42'. 6' 1 4 Over 48' - 60' 48" 1 5' I 4 1 2 Over 60' See a registered professional engineer UI- - Uouglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir i - The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 2x4/2X6 PARAL'LEL''r Continuous SCHORD TRl7SSti; Top Chord i .d a;.::�tv.s4 -4+ l�:. tkk• Lateral Brac Required Top chords that are laterally braced can buckle together and Cause collapse if therein nodiago. , ,. 10' nalbracing. Diagonal bracing should beno[led to the underside of tits top chord when purlina are attached to the lopolde of the too chord. Attachnner Required End diagonals are'essenlial?fa stability and must be dupllca't both ends of the truss system. �. _- Lllrt�•i'_ - •;ri`:I•i;1 ,' :�''IytW.:l. �ciafy£� �`t��i�4r.%.j��r"'_ !utiVrlI, rJ ax2;PA�A.LL�L' CHORD'!=TRUSSTOP'.CHQRD;r Top chords lhw ere laterally braced can buckle logetherand causo collapse litters, iano dingo 'at bracing. Diagonal bracing ahould be nailed to the underaide of tlw top chord when ourlina are attached to the tonaide of the top chord. rrame 5 lotr 20(QeS) � asses � i y y SPF/HF 2 O.C. �} 30" or t. greater Continuous —\ Top Chord Lateral Brace —� Required T 1 O" or Greater I Attachment I Required — JJ _ Trusses must have lum- ber oriented in the hori. zontal direction to use this brace spacing. ij -�A C H 6P Q DIAGONM13 RAdE fIMTERALL,-BRACE'�, SPACING,([ !�, SPAN.'T .'1'P_1'TC-H1_.-1�1Y4)'f' -F, S W.1'iu's`se`s1''.-,� -SP/DFE-!�,I •SPF/HF.;il I Up to 24' 1 3/12 a, 17 112 Over 24' - 42' 1 3/12 7- 1 10 6 Over 42' - 54' 3/12 6' 1 6 4 Over 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir .0 Diagonal brace also required on end verticals. Top r-horda ;hat are Intern Ily braved can buckle Irlg,th., and taunt collpac iNhoro i.no di.go- n,dbr&:;in9. Diaticnalbrijr.icT%Iaiiutiidbon.,ilL-d to , he unuerside of the Icbp chard when purling are attached to the tortaide of the top chord. MO'NC TRUSS PLUMB Truss M 4 " ..:WAR -KING: severe berso-ptil ihjury, or ddrh6d6 to&U�it s.or bulldjhg!pj. ep D (ii n) Lesser of D/50 or 2" Maximum Plumb Misplacement Line "-.IINSTA-L-'LATION'TOLERAiqC,-.ES-'- 36" 413" 3/4" 3' 1" 4, 50" 1-1/4" 5' 72" 1 -1 6 84" 1 1-314" 1 7' 96.. 7_2" 13, 108" 1 2" 9' 12 greater &I All lateral braces lapped at least 2 trusses. Continuous Top Chord Laieral Brace Required 0" or Gneater Attachment Required BOW Length L L(in) F ..... .....d.. ... ..... Lesser of LJ200 or 2" L(in) 50.. 1 4" 1001, 1/2�� 2: 1'4 150" 3/4" 12.5'. L(in) Lesser of L/200 or 2" 200" 1 16.7' 2,90" 1! -1 /4" 120.8' 300" 1-1/2" 125.0' OUT -OF-PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. 7 U9 YANQER-*-"-i`U, fi'd97r..-�j1W,;&fi I 'bq' g"ttVysses 6fsrtlokftbdsbfl5'Iescrpt, on�P:RA_1;&. d,, . : U 'W edJ Frame 6 aronda Systems K AROAIDA SYSTEMS 4005 Maronda Way Sanford, FL 3-0771 (407) 321.0064 Far (407) 3.01-3918 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley;trusses labeled VT-1 thru 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. All criteria of the valley trusses are noted on the Qeneral sheet. 1f you have any questions please feel free to call at 407-321-0064. �,erely Tom s Ponce, P.E. Date: 3) s�o 3 �``�`Etlill616Ei11lf;�����: o�Ps. ;��``�� ,Po�f�r -_ S,A' IG�` •{ �`•OEZ41 MARONDA SYSTEMS WO: VALLEY SET TI: VT 9TY:1 DESIGN INFORMATION Thb design IS for an individual butldby component and has been based on WermaUon provided by the client- The destgtcr dedalms any responsibility for damages ss a mult cf faulty or Inmrtat information. spedNotlom and/or designs bumished to the truss designer by the client and the correctness or accuracy of the taflamatmn as U may relate to a spe- dOc pryccL wad accepts no responemWty or cab . no control wtih regard to fabrics - Lion. bandlhi& shipment and Installatton Of trust— This truss ha been designed as so ladlvldrul building camponent In accordance with 7W ANSI/t-1 f795 and NDS-07 to be Incorporated' as part Of the building design by a Building Designer tregsLered architect or prcfesslonal engmeer). When reviewed for approval by the banding dalgoer. the design k admp shown must be ncccked to be sure that the data shown are to agreement with the locol butld(ng codes. local dimaUc records for wind or snow loads. project spacloatlons or special applied loads. Unless ahown. truss hit not been designed for stange m occitpaaty loads. The detp assumes compression chords (top or bottom) are coatlnu- way braced by sheathing unless otherwise spedned. Where bottom chards to tension .ra not fully braced laterally by a properly applied rigid ceWng, they should be braced at ■ maVm= spacing of 10`-0` o.e Connector plate aba l be maaufam-red from 20 pup hot dipped 1plrmtred steel meeting ASTM A 653. Grade 40. unless othe vise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review the drawing to verify that this dra" is In conformance wOh iha [ahztotnt's plan, and to realize a cooLmutog responsibility for such vcrt- fbtfnn. Any dlaempanein are to be put m .rang before Uttmg er fabrication. Plate aW rot be W tolled over knothole. knots ar distorted gam. Members shall be cut for liwood tight fitting wood to hearing Con - nectar plat, -hail be bated on both faces of the mitt with mace fully tmbedded and Shall be sym. about the joint omless allmratu Shown A 5x4 plate IS 5' wide x 4' long. A @ail pile IS B' wide a 8' long. Slots (hales) run puallel to the plate lan¢h specified. Double cuts on web rm®bus sha0 coed al the oenlrWd of the webs urdess otherwise shoam. Connector plate Sim we minimum slaw based on the foram Shown and my mead to be Ineteased her wtain band- lmg and/or wcdl..., stresses. The hiss is not to be fabdealed with fie retordsmL treated lumber unless otherwbe shown For additional information on QuaUty Control ref. to ANSIrM 1-1995 PRECAUTIONARY NOTES AU bracing and eredbn remrnmendata.ns are to be followed In an ard,n,.e with 'Handling Inst.wag Ste.adu(. 110-91. Thv we to be handled with palttellar cart during banding and bnrmmg, delivery And installation to evold damge. Temporary rind permanent bra" far bokttrg truss, in a smut and plumb pas- Bion and for realstbrg lateral form -Ia.11 be deslgad and histanod by othera. CutfW band - ling Is ---Ual and cxmct bracing IS akvnya required. Normal prep utlonary ectlm for trusses require such Iemporary bracing during InstaUatlan bebvco mere to avold toppling and dommoing. The Supervision of San edof trusses abs0 be under tha control of genera- experieneed in the installation Of busses. Professional advice shall besought if needed. Concentratim of construction Dada greater than the design tads uha9 not be applied to truan at any time. No loads other Than the w;4L%L of the credars shall be applied to trusses until after sir fastening Sod bra:ing is completed MONO VALLEY VALLEY TRUSSES COMMON VALLEY VALLEY TRUSSES IT SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) TAUSSES • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3-0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. 1�� 1t1 WHEN OIGAONAL WEB PRESENT USE 4X6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE i 214 i 214 OR 46 sag O 316 VALLEY MEMBERS AT t 4a6 3i6 410 t 4a6 24 - O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 214 214 GREATER THEN 26.0.0 3X6 214 214 315 VARIES 214 214 1! UP TOT 0.0.4 Sill 211 214 214 214 4110 214 3X6 2X4 214 3a6 316 on 14a6 3X6 OR OR 1416 214 MAX. 6.0.0 O.C. ITYP I i 214 MAX. 6-0-0 O.C.(TYP) MAX. TRUSS SPACING BELOW a 41' O.C. I SPANS UP TO 60-0.0 �I TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP $2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: '•2X4 SP 93 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW, SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES.ARE T1.20 GA TESTED PER ANSMI 1-1995 Coat. Support Studs C 6-0-0 ox. (Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 0REENBROOR Cr.OVIEDO,FL32756 D.Irn: Matrix AnaNsh WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgar: TLY Cbk: WO: VALLEY SET Truss ID: VT Date: 4-11-01 TC 11Pe 16.0 psf DurFac - Lbr. 1.25 Bracing shown on the dim" is not erection bracing, wind bracing. pmtal bracing or stunner bracing TC Dead 7.0 psf DurFac - Pit: 1.25 • which e a part of the building design and which must be considered by the butldmg designer. Bn�f a shown for lateral support or thus members only to reduce buckling length. Previsions must be BC LIVE D.0 psi O.C. Spacing: 24.0't made to wmbor Mora( bracing at ends umd Sp=M l caUom determined by Iba bugding deign.- Addlttm• -I tracing of the overall tr 'tuns may be rujubcd flee HiB-01 of TPU. BC Dead 2.0 psf Design Criteria: TPI g lms fiPlata Institute. TPI. Is located at 593 D'Onafrio Drive. Madbon. Wetmum 53719j. Code Desc: TOTAL 25.0 psf V:06.29.00- 8302- 3, inn PSTu• nnrca•.innrrracnnrc.r nor rnoc .. _.. _-____ ' DESIGN INFORMATION This daijn is ha as i.uliridual buihli.t cun.p.uam aril lu, I— hasd na iatnrat.. hn pr-41rd by a-cliuit. 1I.: desig—diu:l•.ims tar msp-sibilhr for dau.aca as is rinds nP f Isr ur imurral inhrusalism, ,p¢Ifmasi.ws u.1/ar dcaiCm hunidied to d.. true dcsi..ur by d..: clkm .aJ the—mc,ncss m accuracy W this In6ratmh.1 as it my «late to a We- cisk pntJra ad .cccpls tat rcgnmciWlilr rr µQelscs na emunal wish «,■11 n hbrlc■- shm, eanllla,, tl.ip..cm tatJ blstallalhat of busses. This truss has beta designed as LI Inarbhol hoon llditss ctpnl utc1.1 aettudarsce "I"'ANSIrTti I-199i aW NDS-91 to be hwarl.ratd as pin m the eathnrq uni,a ey a wlldlu. Dd;tcr Ir ,land arc M a prof—i'Ml e.rinerrl. What rerfervd for appprr�raI by the butkll., dni,na, do dcc,r 4udla,. tM,m ne.a be cl.xtd la be toe that the data if.n.•r, at. I, aj.eemcm with the lueal I.ulhhrC en.les, I.c111 eIimatk record■ f-.J.d or uu„r laid, pn'ica al—Iliiealfuas ur special applied loads., Unka dsows., uuu has air h«n designed liar tera,e ur rrnpa,icy laid. The deti,a aaam,0 a..prasi.o sheds Um rr ha mUl a« ena i.a.- .udr Ivaerd by theathiaC Ualcas utI—Ace tpxlfkd. Where hou.ms c►.j, its a:"i m ors not fully t.aew I.icnny by ■ pr.perly -Ii d ,I jil eei14C, they thnhl be bntxJ ■r a ataslatum padita of 10'-0- n.c. cuanccit r plates ball be mu.uloaumJ hnus 20,auge hat dipped C.Ira.dsd atal mail.: ASTM A 673, tirade 40. aakut ahcnss. d—n. FABRICATION NOTES Prior to 6.erharlon, the rSbriotm shall «rice this dead., 10 taffy that this drawing is h, eunfrnvaree "ILL, the rdsnkalm's plans ■aid to malla... nmlln.ln, respuadbility tiv tueh ..h- n-11M. A.y disercp.n:{cs am ru d pail In—I'laa h.fw. —Wail m fabricad an Pt•••, shall rem ta; iastalkd u.cr tairlydcs. tams ar dltrortd Cnln. ►faubcn shall be cm (usd;bl Dino, ua..l to w•o.al bcarh �. 'c...- taxer pi..., 4-11 he llcarcJ W bate (aria .1 the was with ruth fully lad,cddd aM tall be • sync. abr..s ,k )aim atJcss ml,rnise darn A 5.4 plate is 5' side 1 a' Io.C• A 6.1 plstc is 6' Milk: . /- I—:. Slap (halo) ram paralkl ro She plate Ia,Cth miscllicd. Douhle cuts nn veh atcmhr. 11u11 sea a the c.W uW of tee —be aides .aberwisc shove. Cn..ircror plate sit" ism mlisla" a doer bares as the la«.. al — aid anal .heed la he Irc.ea■e.1 (m wial. h r d. li., au,_"maim ureta.s This truss Is am to be lahrkal.al vllb fire retardam trued Iuadscru.4IImhuWscshuva rsra.Wilivaal In6aaulim, an Quality Catdrul refer sa ANSI11 PI 1.1995 PRECAUTIONARY NOTES All eracloC and acnb.o rce.m,n.cda,lua, arc h,be r.11"zd its ap-ma a vi,h-llanllin, I.a.11u,, i fl—hrix% HID-91. Tnemcs arc .n be Iu,aDul rid, parikular cam during hanllo, ad Iaa■11irq, .klitery ■td iaaalluhm m at.dd damaca Teatp..my aid peraa.scn hraein� fat hWJiaC wtmt in a s,ni,W stied plumb l.n• Itiao .red far retiu;nI late.al rarces maH be dcA-.md and Installed by t■l.ms. Careful b■nl- II., Is caae..lal ■ad .—h., hracl.0 I. Nwayt «.rtircJ, N.rh,al prxwti.ury ■cd.m by srus,sz rc.ptlres such tcmp.ruy hnci.0 tY.rinc Iausllawn ha,.ee. tattles to ■..dd l.ppl.a, ud thsatia.tiw. Ttc nq%mishM of crccti.m .tf (fusses Stull be wider the eawral ur pcls,mt e.perkmeJ io .4 Iw.11ulrn of nuue.. Pntfashaul duce dull be muchl if needed. Guaxmraluo tsl tiuDlttasfua htaJs �rcakt Than` ded,a WaJs {hall nY I,e apple d la trusses at stay date. No I.ads ahcr than the Uzi "ha W Vitt a¢era dull Is applied w hoses unit afro ale I. L tiC and bncinc Is umsplad. -- — n.n.•vtst!n J 1 J I ISI1'13 /Z a. k C •• �` No. 0050068 o STATE OF ONAL /''��'��irrrl�Iit�```�` HIP GIRDER 2x OF IN0: 111I'l-) FA 11, 1'I: urn grY:1 BLOCKING ADDED -1-0. TOP CHORD STEP HIP TRUSSES TO SHORTEN R OSB NOT TO EXCEED 24"O.C. 1-0 BE NAILED TO TRUSSES w/ S @ 12" ON CEN. STAGGERED PRE-ENG'D TRUS TOP WALL OF BUILDING WARNING: BRAD ALL NOTES ON'1'TIIS SUEE1'. ring. Jolt: WO: TITMETAIL [Maronda Systems A cOI)Y OF THIS DIZA1'IfINC TO RE GIVEN TO ERECTING 1)11'9: Truss 16: III, IDnilhe CONTRACTOR. I)sgnr:. Clrlc: (tale: 10-20-00 4005 MARONDA WAY 11RACINC WARNING: 'rC Live 16.0 psf - Lim 1.25 SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 Du,b., daa.n n., d.it a.a.,•i., is nm rrtsdaa n. sting, ina n.arlaC, p.aral I.n�l.., .r.iatllar hadn, rd.iah b a pm nI do ,. inc dcvsn ud ahh:h muss he cs..ductd by Ile huiiliue danee. Placing rc Dead 7.0 psf DurPac - Pit: 1.25 TOMAS I. da..,, is u Lstrral sul4ppu.s ul uuss mcmhca mly it,Icdsne huclhnC knglh. Ihavisirus's natal Irc amJe In..sl..a lateral 1SC Live(fill p O.C.S'ace nsf h g' 24.0" PONCE P.E. LICENSE N005 PONCE btacin, at aJ..nd spccad<J ecali.ms deltsanm•a by dr buiWin, ksiCncr. Addill—ul I—rinc nl the u.... uruc.we may Ic.eyuired. (Sec IHD-91 nl 7P11. BC Dead Ville psf Design Criteria- TPI G PR-TOV—O,LJ27f8 - d (l'uss 1'I.te Inisutc, TPI, Is Ic■s■I )l O'Ona.l.,ic, A■JinsWl18906F-E§ ssmn 53719). Code Desc: _ - •rol'A1, 33.0 psf I Y:01.01.00- 30106- 31 Duij.: jfotrir Analyji, JOB PAM: C.ITEE-LOKLIODS1111POET-1 11CS. 01.01.00 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the ellcnL The designer disclaims any msponslblllty for damages as a result of faulty or Incorrect Information, specifications and/or destgra furnished to the truss designer by the client and the correctness or accuracy of [his Infonnatlon as 1t may relate to a ape. cglc project and accepts no responsibility or uemises no mntml with regard to fabrca- tion, handling, shipment and Installation of trusses. This truss has been designed as an Indtvdua] building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ss part of the building design by a Building Designer [registered architect or professlonal engineer). When revtmed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown we in agreement with the local building codes, local cllmatic records for wind or snow loads. project apeclflcs4ona or special applied loads. unless shown, lnsss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by shcathtng unless othenvbe specified Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a rnavmum spacing of 11Y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvartlred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall mdew this drawing to verify that this drawing is In conformance tvlth the fabncatars plans and to reallre a continuing responsibility for such ved. ficalbn. Any discrepancies ore to be put In writing before cutting or fabrication. Plato shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beating. Con. nector plates "it be located on both faces of lilt «ins with =113 fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4l plate is 5- wide a 4' long. A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web member shall meet at the centrold of the webs unless otherwise shown. Connector plate sires are minimum sties b-ed on the forces shown and may need to be Increased for certain hand- ling snd/or erection stresses. This truss is not to be fabricated with fire retardant holed lumber unless atinerwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornmendatlom are to be followed In accordance with -Handling Installing 4 Brach('. RIB-91. Trusses are to be haMlcd with partlevlar ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trtuses In a straight and plumb pca- Ition and for resisting lateral force shag be it. Wed and Installed by others. Careful hand- ling b essential and crection bracing is always required Normal precautionary action for misses requires such temporary bracing during Installation between trusses to avoid toppling and domhtoing. The supervision of erection of trusses shag be under the control of persons expertenced In the Installation of Iruases Pmfessbnal advice shag be sought Ir needed. Concentration of Construction Imds (rester than the design bads shall not be applied to trusses at any lime. No loads other than the weight of the erectors slug be applied to muses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP 02 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP 91 D 2x8 SP #1 D 2,3 WEBSi 2x4 SP #3 2x8 SP #2 1,13 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= 38.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/877 at JOINT #15 L--0.50" D=-0.53" T--1.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.39" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" RMB = 1.15 YYV. Kki"Ar) Wt: This 4-PLY Hip Master designed to carry 9' 0" jacks (Ilion truss framed to BC) and Hip Jacks framed to BC 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/211 thru-bolts,or WS6 1/4"x 61, wood screw at 241, o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1568# Support 2 1514# ..TC... FORCE ... CSI 1- 2 -10656 0.39 2- 3 -11996 0.36 3- 4 -13394 0.14 4- 5 -22811 0.23 5- 6 -22812 0.24 6- 7 -22812 0.23 7- 8 -13402 0.14 8- 9 -12002 0.36 9-10 -10661 0.39 4-PLYS REQUIRED ..BC...FORCE ... CSI 18-17 9695 0.33 17-16 19368 0.50 16-15 19368 0.55 15-14 22811 0.63 14-13 19374 0.55 13-12 19374 0.50 12-11 9700 0.33 TI: A 9TYA =_ =_= __ ===Joint Locations=========e:===== 1) 0 0 0 7) 26- 9-10 13) 26- 9-10 2) 3- 6-13 8) 32- 0- 0 14) 21- 7- 3 3) 6- 0- 0 9) 34- 5- 3 15) 16- 4-13 4) 11- 2- 6 10) 38- 0- 0 16) 11- 2- 6 5) 16- 4-13 11) 38- 0- 0 17) 6- 6-11 6) 21- 7- 3 12) 31- 5- 5 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Fran PLF To TC Vert [,+D -46 -1- 0- 0 -46 6- 0- 0 TC Vert L+D -23 6- 0- 0 -23 32- 0- 0 TC Vert L+D -46 32- 0- 0 -46 39- 0- 0 BC Vert L+D -20 0- 0- 0 -20 6- 0- 0 BC Vert L+D -153 6- 0- 0 -153 32- 0- 0 BC Vert L+D -20 32- 0- 0 -20 38- 0- 0 Concentrated LBS Location BC Vert L+D -517 6- 0- 0 BC Vert L+D -517 32- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 3256 -4 -1568 Bar PIN 37- 8- 0 3257 0 -1514 BOT H-ROLL f�- 16.00 7 l V O 8X10 6X8 6X8 lox to 6X8 8X10 3X6 T 0� 3X6 I I 12X12 3X6 6X8 IOX10 3X6 0-4-3 3�1-3 4X6 1-5-I1 12X12 4X6 3.00 I U_8l ���� 3.0U 080 5-10-11 Il� 24-10-10 117 5-10-11 3256# 8.00" 16 15 14 13 1' _�l1 II-0-0-0 3257# 8.0011 (RO-11-11) I 38-0-0 110-518#0 EXCEPT AS SHOWN PLATES ARL� TL20 GA TESTED PER ANSI/TPI 1-1995 518# (1 RO-11-11) scale = 0.1675 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ; ROAK3 LMaronda SystemsJ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dtvg: Truss ID: A CONTRACTOR. Dsgfir: ECII Clik: Date: 6-26-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown an this drawing is not erection bracing, wind bracing. ponal bmcbng or similar bracing which is a pan of the building design and which be TC Death 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 must considered by the building deslgmcr. Bracing shown is for lateral support of truss members only to reduce buckling length. Pruvlslons must be BC Live 0.0 PSI`O.C. Spacing: 24.0" TOMAS PONCE P.E. - made to anchor lateral bracing at ends and spedfled locations determined by the budding designer. AddIDonal bmctng of the m•era0 swcnue may be required [See HIB-91 afTP11. RC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 toosvANNtssAoa.ovleuoFLszrss muss Plate Institute. TPI. is located at 583 D•Onarrto Drive. Madison. tvbconsln 53719). Code Dese: FLA Derian: Afmra Anafyrir JOB PATH: C-ITEE-LOKI110HEDIR "1'O�1-Af. 33.0 psf V:09.05.02- 25773- 6 HCS: 08 20.02 ROANOKE K 3 AC: 10# UPLIFT D.L. ROAK3 WE: TI: B ATY:1 DESIGN INFORMATION This design b for an Individual building component and has been based on Information provided by the client. The designer disclabns any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnlshed to the truss designer by the client and the correctness or accuracy of this Information as 11 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/iPi 1.19% 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 codes, local cLinatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) art mntlnu- 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 mnudrnum spacing of Ia4r o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanlrcd steel meeting AMM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabricator shall revlew this drawing to verify that this drawing is in conformance with the fabricatoes plans and to reallre a continuing responsibility for such veri- ficatlon. Any dscrepancles 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 fan of the truss with nails fully imbedded and shall be sym. about the jotnt unlcss otherwise shown A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 0' wide x 8- long. Slits (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sires are mintmum sloes bascd on the forces shown and may need to be Increased for certain li nd- ling and/or erection stresses. This tru s Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Qu illty Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling IrstaWng & Bmclnlr. HIB-91. Tnsses are to be handled with particular care during banding and bundWng, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phamb pos- Ilion and for resisting lateral force shall be designed and --fed by others. Careful hand - It, Isessential and erection bracing is always required. Normal pre©utionary action for trusses requires such temporary bracing during installation between trusses to amid toppling and dominoiug. The supervision of ere"n of trusses shall be under the control of persons experienced in the Wtallatbn of trusses. Professional advice shall be sought If needed: Concentration of construction Icods greater than the deslgn Inds shall nol'be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to cusses until after all fastening and bracing is completed TOP CHORDS: 2x4 SP #2 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 WEBS- 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 983# Support 2 971# MAX LIVE LOAD DEFLECTIONi L/862 at JOINT # 5 L=-0.51" D=-0.52" T=-1.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB = 1.15 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, CBC, V. 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 57.3 ft W. 38.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3666 0.58 18-17 3281 0.61 2- 3 -4208 0.62 17-16 3408 0.62 3- 4 -5964 0.37 16-15 3995 0.44 4- 5 -6627 0.40 15-14 5965 0.63 5- 6 -6627 0.40 14-13 5965 0.63 6- 7 -5965 0.37 13-12 3996 0.44 7- 8 -4209 0.61 12-11 3408 0.62 8- 9 -3667 0.58 11-10 3281 0.61 _____=====Joint Locations ======_________ 1) 0- 0- 0 7) 30- 8- 0 13) 24-10- 0 2) 4- 2-13 8) 33- 9- 3 14) 19- 0- 0 3) 7- 4- 0 9) 38- 0- 0 15) 13- 2- 0 4) 13- 2- 0 10) 38- 0- 0 16) 7- 7-11 5) 19- 0- 0 11) 33- 9- 3 17) 4- 2-13 6) 24-10- 0 12) 30- 4- 5 18) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1305 -39 -983 BOT PIN 37- 8- 0 1305 0 -971 BOT H-ROLL 74-0 k 234-0 74-0 1 2 3 4 5 6 8 9 10X10 6X8 10X10 6X8 1OX10 6.00 T3X4 3X4 T 4-5-15 04-3 04-3 4-0-3 8X14 6X8 10X10 6X8 8X14 3X4 4X6 3X4 1-8-15 4X6 1� f �1 11-2-0 3.00 1I 3.00 00-8 6-11-11 22-8-10 6-11-11 11 17 16 15 14 13 1 ll hot 1306# 8.00" 1306# 8.00" 1-1-9 38-0-0 1--1.-9. COSI�PA S (12) 2X4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B !!aronda y stems CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing s not erection bracing, wind bracing; porul bractng or similar bracing is building design be TC Dead 7.0 psr DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which a part of the and which must considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" P g TOMAS PONCE P.E. Additional to anchor lateral bracing at ends arid specified I=Uom determined by the building designer bracing of the overall structure: my be required. (See HIB-91 ofTPl). BC Dead 10.0 f Design Criteria: TPI Code Desc: FLA LICENSE #0050068 muss Plate Institute. TPI, is located at 583 D'Onafrto Drive. Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDOXI-32768 TOTAL 33.0 psf V•0 .05.02- 7311- & Defign: Matrix Anafyfis JOB PAIN: C:ITEE-LOKUOBSIROAK3 HCS: 08.20.02 JD: Al.: IUH UFMI U.L. WO: ROAK3 WE: TI: B 1 I QTY:3 DESIGN INFORMATION TOP' CHORDS :-.2x4•'- SP #2 (]: Plate (s)''OFFSET from joint center. The =_= __========Joint Locations= --=====---=== This design is for an individual budding 2x8 SP #2 2,3 Joint Detail Report (mist be included 1) 0- 0- 0 8) 30- 8- 0 15) 19- 1- 8 cmnponcnt and has been based on information BOT CHORDSt 2x6 SP #1 D with any submittal, inspection, and/or 2) 4- 1- 4 9) 33- 9- 3 16) 15- 1- 5 provided by the client. The designer disclaims 2x8 SP #1 D 3,4 fabrication documentation. 3) 7- 4- 0 10) 38- 0- 0 17) 8- 8- 1 any responsibility for damages asaresult of faulty or Inarmat Information. specifications WEBS: 2x4 SP 113 MULTIPLE LOADS -- This design is the 4) B- 9- 7 11) 38- 0- 0 18) 7- 0- 0 and/or designs furnished to the truss designer 2X9 SP #2 6,12 C cnposite result of Imiltiple loads. 5) 15- 1- 5 12) 33- 9- 3 19) 4- 1- 4 by the client and the eorm tnnaoraccuracy 2x10 SP #2 9 All COMPRESSION Chords are assumed to be 6) 19- 1- 8 13) 30- 0-12 20) 0- 0- 0 of this information as It may relate to a spa- 3-PLY TRUSS[ fasten w/3"x 0.120" nails in continuously braced unless noted otherwise. 7) 22-10-11 14) 22-10-11 cilia project and accepts no responsibility or staggered pattern per nailing schedule: WndLod per ASCE 7-98, C&C, Ver 125mph, exercises nocontrol shipmettanprdlofation• Dan, handling. shipment and Installation of TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft H. 15.0 ft, I- 1.00, Ecp.Cat. B, Kzt= 1.0 - - - - - - - - - - - - TOTAL DESIGN LOAD ------------ I- This truss has been designed as an Repeat nailing as each ply is applied. Bld Type- Encl Le 57.3 ft We, 38.0 ft Truss Uniform PLF From PLF To individual building component inaccordancewith Distribute loads equally to each ply, in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf TIC Vert L+D -46 -1- 1- 9 -46 39- 1- 9 ANSI/TPI I-1995and NDS•97tobelnmrponted Inpact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 38- 0- 0 as Pan of the building design by a Building Designer (registered archltmt or professional PROVIDE UPLIFT CONNECTION PER SCHEDULE t Concentrated LBS Location enpneerl.d When reviewed foraadings Support 1 987# ..TC... FORCE... CSI ..BC...FORCE... CSI BC Vert L+D -2367 19- 1 8 showby n ba0dmg aeslpter, the design loadings snow• Support 2 971# PPo 1- 2 -4649 0.12 20-19 4115 0.20 ---- MAX . REACTIONS PER BEARING LOCATION----- must be checked to be sure that the data shown MAX LIVE LOAD DEFLECTIONt 2- 3 -4685 0.12 19-18 4122 0.20 X-Loc Vert Horiz Uplift -Loc Type are In agreement with the local bwldmgcodes. L/936 at JOINT #15 3- 4 -11248 0.12 18-17 6415 0.29 0- 4- 0 2466 -45 -987 PIN Local climatic mcords for wind a snow loads. L--0.47" D--0.48" T--0.95" 4- 5 -16635 0.26 17-16 11166 0.47 37- 8- 0 2513 0 -971 H-ROLL prgrnspe ftouonsorspectalappuedloads. Unless shown. tans• has not been designed MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 -16609 0.26 16-15 19448 0.70 as sufor stooge or occupancy loads. The design &imes T- 0.36" 6- 7 -19836 0.29 15-14 16975 0. 66 compression chords (top or bottua) are conllnu- MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 -9858 0.23 14-13 16937 0.66 oust' braced by sh-thing unless mhe ls. T- 0.18" 8- 9 -9182 0.32. 13-12 7171 0.40 specified. Where bottom chords in tension are 9-10 -7742 0.22 12-11 6949 0.40 not fully braced laterally by a properly applied RMB a 1.15 rtgld telling, they should be braced at ■ maximum spacing of 10'-0- o.e. Connector plates ■hall be manufactured from 20 puge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in allormance with the fabrtrataYs plans and to 3-PLYS REQUIRED realise a continuing responsibility for such vea- flatbn. Any discrepancies are to be put in 7-4-0 234-0 74-0 writing Wore cutting or fabrication. I 2 4 5 6 7 19 1 Plain ah.D not be installed wen knotholes. knots or distorted gam. Memben shall be tut for light filling wood to wood bearing con- be located both (aces 6 0000 nectar plates shag on of GX8 -6.00 the tow with nails fully bnbedded and shall be sym. about the joint unless, otherwise shown. A 1OX10 3X6 6X8 IOXLO 8X 10 5x4 plate is Y wide x 4' long. A W plate is 6- wide x 6' long Slata (holesl run parallel to T3X4 3X4 the plate Length specified Double cuts on web members shall meet M the cenlrold of the webs unless otherwise shown Connector plate son 4-5-15 0 4-3 0 4-3 4-0-3 we miribnum •tees bases an the fore.. shown and may raced to be increased for certain hand- 6X8 6X8 lOXlO 12 X I2 ling and/or erection stresses. This tow is not 3X4 with rise retardant traded' la be r unless lumber unless otherwise •lava For additional � 4X6 3X4 [8X 19-13 M_8 4X6 Warmatton on Quality Control refer to 6XP i ANSI/7W I-1995 r 12.00 I( 3.00 0 8-0 PRECAUTIONARY NOTES AD bracing and erection mexic ameadatbns are to be followed In aecar Tana with -Handling 7-0-0 1-9-1 21-2-15 7-3-4 LwtaDmg a Bracing". HID-91. Trusses are to 20 19 18 1 16 I5 14 13 I I2 I be handled with particular arc during banding and bundling, ddNery and butallation to avoid 2466# 8.00" 2513# 8. )cc damage. Temporary and permanent bracing (or halving trusses in • stnlglml and plumb pod- Won and for resisting lateral forces &hall be 1-1-9 38- -0 1-1-9 designed and wtalledbyothers. Careful hand- CO SI� [;C7]P A' ES (8) 2X4 2367// (RI-1-7) ling is essentW and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/7'PI 1-199 le = 0.1664 required. Normal precautionary action for Sc Dosses roqIon bet such temporary besting during inslaDation between trusses to avoid topplingEn WARNING: READ ALL NOTES ON THIS SHEET. g• .iOV: . and dominating. The supervision of creation of truss. hall beunderthe control ctpersons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss I : B1 experienced the Installation of truss In Professional advice shall be sought If needed. CONTRACTOR. ll5gltr: ECII Cllk: Date: -03-03 Concentration of construction loads greater than the design loads be applied to BRACING WARNING: TIC Live 16.0 psr DurFae - Lbr: 1.25 shall not wages al any tune. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing. Pool bracing or similar bracing TIC Dealt 7.0 psi DurFae - Pit: 1.25 weight of the creators shall be applied to untu bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer Bracing BC O.C. Spacing: 24.0" trusses ft aer all fastening and (407) 321-0064 Fax (407) 321-3913 shois wn for lateral support of truss members only to reduce buckling length. Provisions must be Live 0.0 f p5 is cmnplated. TOMAS PONCE P.E. made to anchor lateral braes ng at ends and spKmed locations determined by the building designer. Addillonalbracing BC Dead 10.0 psi Design Criteria: TPI ofthe weraDatructuemay berequired. (See HIB•91ofTPD frruss Plate Institute. Code ese: FLA LICENSE #0050068 IMS VANNISSA DROVIEDO.FL32766 TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). I TOTAL 33.0 psf V:0 .0 .02- 888 - 27 Devpr Matrix Anafprii JOB PATH: C:ITEE-LOKUOBAROAK3 HCS- 08.2+2 DESIGN INFORMATION Thu design is for an individual building component and has been based on infornatbn provided by the client. The designer disclaims any responsibility for damages m a result of faulty or Incorrect Information, specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this Information as It may relate to a ape- clflc project and accepts no responsibility or exercises no control with regard to fabric" Uon, handling, shipment and Wtollalbn of tresses. This truss has been designed as an IndMduaI building component in accordance with ANSI/TPI 1.1995 and NDS-97 Lobe Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design lmdtnp shown must be checked to be sure that the data shown arc In agreement with the torsi building codes. local climatic: records for wind or snow Inds, project speclfkatlons or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assume cmopresslon 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 rtgd ceiling. they should be braced at a maximum spacing of ID'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlud steel meeting AM A 853, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrimtor's plus and to realize a continuing responslbWty for such veri- Mrllon. Any discrepancies are to be put In writing before cutting or fab6cation. Plates shall not be installed over knotholes, knots or distorted gain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A Si4l plate is 5- wide x 4- long. A Bx8 plate is (- 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 at= are minimum slur based on the forces shown and my need to be Increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant tinted 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 -Handing InstaWng d Bracing-, HIB-91. Trusses are to be handled with particular care during banding and bundling, delNery and installation to avoid damage. Temporary and permanent bracing for holding tresses In a straight and plumb pos- Won and for ressurig lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal preautbnary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of nnss les shall be under the control of prso ens 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 tresses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastc" and bracing is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #1 D 2,3 BOT CHORDS: 2x4 SP #2 2x6 SP #1 D 2,3 WEBS: 2x4 SP #3 WEDGESt 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 967# Support 2 1014# MAX LIVE LOAD DEFLECTION: L/855 at JOINT # 5 L=-0.51" D=-0.53" T=-1.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.57" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" RMB - 1.15 T 0-8 WO: ROAK3 WE: MULTIPLE LOADS -- This design is the carposite 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, Kztm 1.0 Bld Type- Encl L= 57.3 ft W= 38.0 ft Truss in INP zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3747 0.85 16-15 3365 0.87 2- 3 -3875 0.77 15-14 3574 0.51 3- 4 -4876 0.37 14-13 4953 0.58 4- 5 -5324 0.38 13-12 4953 0.58 5- 6 -5324 0.38 12-11 3575 0.51 6- 7 -4877 0.37 11-10 3366 0.87 7- 8 -3876 0.78 8- 9 -3748 0.88 TI: C 9TY:2 ______=====Joint Locations— ............. 1) 0- 0- 0 7) 29- 4- 0 13) 19- 0- 0 2) 4- 6-11 8) 33- 5- 5 14) 13-10- 0 3) 8- 8- 0 9) 38- 0- 0 15) 8-11-11 4) 13-10- 0 10) 38- 0- 0 16) 0- 0- 0 5) 19- 0- 0 11) 29- 0- 5 6) 24- 2- 0 12) 24- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1306 107 -967 BOT PIN 37- 8- 0 1306 0 -1014 BOT H-ROLL 8-8-0 20-8-0 8-8-0 Ilk 1 2 4 5 6 8 9 6X12 4X6 8X10 4X6 6X12 0 Xs 11-2-0 ai 3X8 3.00 1-3.00 T 4-8-3 0-4-3 T�7 I 080 8-3-11 k20-0-10 k 8-3-11 11 15 14 13 12 111 0 1306# 8.00" 1306# 8.00" COSrZ1-1-9 38-" 11-1-9 } & A S (12) 2X4 (' R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1664 r=Marorda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321.0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing s not erection bracing, wind bracing, portal bracing or similar bracing which is a par of the building dmlgn and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified l=tlons determined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPB. rrruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Eng. Job: WO: ROAK3 Dwg: Truss ID: C Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V:0 05.02- 7326- 6i Design: Mmrix Aimlyrrr JOB PATH: C'ITEE-LOKUOBSIROAK3 HCS: 08.20.02 ,B: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: D ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [] : Plate(s) OFFSET from joint center. The =___=____=====Joint Locations =====__________ This design is for an Individual building BOT CHORDS: 2x6 SP #2 Joint Detail Report must be included 1) 0- 0- 0 7) 32- 5- 3 13) 16- 0- 0 component and has been based ontnfonnation WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 5- 6-13 8) 38- 0- 0 14) 10- 3-11 provided by the client. The designer disclaim 2x4 SP #2 6 fabrication documentation. 3) 10- 0- 0 9) 38- 0- 0 15) 5- 6-13 any mponsfbwty for damages as a result of faulty or incorrect information. specifications All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 16- 0- 0 10) 32- 5- 3 16) 0- 0- 0 and/or designs furnished to the tntssdesigner continuously braced unless noted otherwise. composite result of multiple loads. 5) 22- 0- 0 11) 27- 8- 5 by the client and the correctness or accuracy WndLod per ASCE 7-98, C&C, V. 125mph, 6) 28- 0- 0 12) 22- 0- 0 of this lnformauonasitmayrelate toaspe• PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- eNc project and accepts no responsibility or Support 1 969# Bld Type- Enel L= 57.3 ft W- 38.0 ft Truss X-Los Vert Horiz Uplift Y-Los Type with regard to fation exercise noling, Support p rt 2 1016# in INT zone, TCDL- 4 .2 psf, BCDL- 6.0 psf 0- 4- 0 1306 111 -969 BOT PIN shipmentol tlon. handling, shipment and Installation of trusses -mis, has been designee as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 37- 8- 0 1306 0 -1016 BOT H-ROLL Individual building component in accordance with L/979 at JOINT # 5 ANSI/TPI1-1995and NDS•97tobeincorporated L--0.45" D--0.46" T--0.91" ..TC... FORCE...CSI ..BC...FORCE ... CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3932 0.67 16-15 3546 0.75 Designer (registered architect or professionaleng To 0.49° 2- 3 -3807 0.64 15-14 3606 0.76 for load oval hewn Whener. the bunding designs, the design Imdings shown building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4359 0.73 14-13 3483 0.54 must be checked to be sun- that the data shown T- 0. 24" 4- 5 -4375 0.66 13-12 4400 0.73 are in agreement with the lone building codes. 5- 6 -4376 0.73 12-11 3485 0.56 local cum ucrecordsforwindorsnowlmds. RMB - 1.15 6- 7 -3809 0.65 11-10 3607 0.76 project specifications or special applied loads 7- 8 -3932 0.69 10- 9 3546 0.75 Unless shown, truss has not been destgned for storage or occupancy Inds The design assumes compression chords (top or bottom) are contlnu- o sly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid celling, they should be braced at a maximum spacing of l0'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A W. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to vertfy that this drawing is In 10-0-0 18-0-0 10-0-0 conformance with the fabricator's plans and to realize a continwng responsibility for such Vert• 1 2 4 5 7 8 oration. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be wlaued over knothole. -6 knots or distorted grain. Members shall be cut for tight filling wood to wood bearing Can- 5X8 3X4 2X4 SX8 nectar plain shall be locates on both face of the innwiths th nulls fully hnbedded and sham be sym. about the joint unless othenwtse shown. A 5x4 plate is 5' wile x 4' long. A 8x8 plate is 6' 3X4 3X4 wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web 5-9-15 E3X4 5-4-3 members shall meet a the centroid of the webs unless otherwise shown. Connector plate sloe 04-3 4X6 8X10 8X14 04-3 art minimum ynee sloes hosed se the Toren shown and may need be stonesd fors mass hand- � [8X14] ling and/or ereNon atrese. This tress is not c to be fabrtealed with fire retardant treated 2-4-15 4X6 lumber unlotherwise shown. For additional unless tnfommtlon on Quality Control refer to 11-2-0 "1 ANS1/TW 1-190 3.00 -3.00 PRECAUTIONARY NOTES 0-8 All bracing and erection recommendations are to be followed N accordance with *Handling 9-7-11 17-4-10 9-7-11 Installing tt Bmcing-. HIB-91. Trusses are to 1 I be handled with particular care during banding 1 I5 14 13 12 ill 10 9 and bundling, delivery and Installation to amid 1306# 8.00" 1306# 8.00" damage. Temporary and pemmnenl bracing for holding trusses In a straight and plumb pas- Ilion and for resisting lateral forces shall be 1-1-9 38-0-0 . I _ 1-1-9 �.� designand installed by others Careful hone- COSICf�C7) A S (12) 2X4 ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 required. Nomml precautionary action for A G• READ ALL NOTES ON THIS SHEET. Eng. ,lob: ' trusses requbn such temporary bracing during Installation between trusses to amid toppling erthecontr lofperof lonor and dominoesshallng.be under busses sham be under the control o! persons Maronda Systems • A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D experienced m the wtauauon or lruvn. ) CONTRACTOR. Dsgnr: ECH Chk: Date: 10-05-02 Professional advice sham be sought tr needed. Concentration of oomstruction Inds greater BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 than the destga Inds shall not be applied to trusses at any Lime. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bmctng, bracing or similar bracing TC Dead 7.0 psf Durfae - Pit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 portal which is a pan of the building design and which must be considered by the building designer. Bracing is for lateral buckling length. BC Live 0.0 psf O.C.Spacing: 24.0" P g es trussunWft after all fastening and bmctng is completed. (407) 321.0064 Fax (407) 321-3913 shown support of thus members only to reduce Provisions must be made to anchor Literal bracing at ends and specified locations determined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. Additional bmebng of the overall stmclum maybe required. ISee HlB-9l olTPl). BC Dead 10.0 f Plate Inslltute. TPI, is loted 593 D'Onofrio Drive. Madison. Wisconsin 53719). flails located Code Dese: FLA LICENSE #0050068 100.E VANNFSSA DROVIEDOXI-377611 at TOTAL 33.0 psf V:0 05.02- 7327- 67 11 Design: Maim Analysis JOB PATH: CA7E£-L0KV0BAR0AK3 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 fumtshed 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 responslblllty or exerclsca no control with regard to fabrka- t1on, handling. shipment and Insstution of trusses. This true has been designed as an individual building component in accordance with ANSI /'IPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer Ireastered architect or professional engineer). When reviewed for approval by the building designer. the design loodinp shown must be checked to be sure that the data ahown are In agreement with the local building codes. local c=tic records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assume 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 ceWng. they should be braced at ■ maximum spacing of I17-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A.S7M 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 fabrtcaloes plans and to realize a continuing respom1bWty for such veri- fication. Any discreponcim 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 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 Bxa plate is 6- wide x fr long. Was tholes) run parallel to the plate length specified. Double cuts an web members shall meet at the mntmld of the webs unless otherwtse shown. Connector plate sizes are minimum sizes based on the form ow shn and may need to be Increased for certain hand- ling and/or erection ssesses. This truss is not to be fabricated with fire retardant uraled m luber unless otherwise shown. For additional information on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES AB bracing and erection mcomtnendatbnsi are to be followed in accordance with'Handltng InstaWng A Bracing". HIB-91. Trusses ate to be handled with particular care during banding and bundling, delivery and instaWiLm 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 Wtalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tosses requires such temporary bracing during Installation between trusses to avoid toppling and dominotn& The supervision of c=n of trusses shall be under the control of persons experienced in the Irutallatbn of trusses. Professional advice shall be sought if needed. Concentmtlon of constructilo ads ads greater than the design loads shall not be applied to trusses at any time. No loads other than the welgin of the erectors shag be applied to trusses until after all fastening and bracing is completed WO: ROAK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 57.3 ft W= 38.0 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3972 0.70 14-13 3586 0.72 2- 3 -3694 0.64 13-12 3631 0.72 3- 4 -4167 0.50 12-11 3401 0.55 4- 5 -4167 0.50 11-10 3401 0.55 5- 6 -3694 0.64 10- 9 3630 0.72 6- 7 -3971 0.73 9- 8 3585 0.72 TI: E ATY:2 === ____=====Joint Locations=====__=_______ 1)0- 0- 0 6) 31- 9- 3 11) 19- 0- 0 2) 6- 2-13 7) 38- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 38- 0- 0 13) 6- 2-13 4) 19- 0- 0 9) 31- 9- 3 14) 0- 0- 0 5) 26- 8- 0 10) 26- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lroc Type 0- 4- 0 1306 114 -968 BOT PIN 37- 8- 0 1305 0 -1015 BOT H-ROLL 114-0 154-0 114-0 1 2 4 6 7 Q Q 6X12 3X4 6X12 B: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 968# Support 2 1015# MAX LIVE LOAD DEFLECTION: L/999 L=-0.37" D=-0.38" T=-0.74" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.45" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB = 1.15 r 6-0-3 0-4-3 Imo- 11-2-0 3.00 1 L 3•00 00-8080 10-11-11 14-8-10 10-11-11 �1 13 1 11 10 9 8 1306# 8.00" 1306# 8.00" 38-0-0 -� COSrZ1-1-9 i& A S (12) 2X4 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E Y stems CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chet: Date: 10-05-02 TC Live 16.0 psf Durfac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bmcbi& wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing BC Live 0.0 P sf O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of toss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of M. Code Dese: FLA LICENSE #0050068 f(ya,33 Plate Institute. TPI, islocated at 583 D'Onofrb Drive. Madison. Wiscorsin 537191 TOTAL 33.0 IOD5 VANNFSSADR.OVICDO.IL327- psf :09.05.02- 7332- 7( Duign: Matrix Anafytfs JOB PATH: CA7EE-L0KV0BSIR0AK3 HCS- 08.20.02 KE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: F ATY:2 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaim any responsibility for danuges as a result of faulty or Incorrect Information, specifications and/or deigns furnished to the taus designer by the client and the correctness or accuracy of this Inforntation as It may relate to a spe- cific project and accepts no responsibility or exercise no control with regud to fabrica- Ilan. handling, shipment and Installation of moves. This truss has been deigned as an individual building component in accordance with ANSI/TPI 1-1995 and NDS•97 to be incorporated as put of the building deign by a Building Designer (registered architect or professional engneerl When reviewed for approval by the building designer. the deign loadings shown must be checked to be surd that the data shown are In agreement with the local building code, lord climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been deigned for storage or occupancy Inds. The deign assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rWd ceWng, they should be braced at a maximum spacing of Ia-(' o e Connector plate shall be nunufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator scull review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing resporatbgity for such veri- fication. Any discrepancies are to be put in wrttmg before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for Ugln fitting wood to wood bearing Con- nector plate shall be located on both faces of the taw with nalis fully Imbedded and shag be sym. about lhejotnt unless otherwise shown. A Sao plate is 5- wide x 4- long. A US plate is 6' wide x 8' long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shag meet at the centmid of the webs unless otherwise shown. Connector plate size are minimum size based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This taw is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES Ali bracing and erection recoarendalions an to be fogowed In accordance with 'Handling Installing a BractrT. HIB-91. Trtwra are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Temporary and perrmanent bracing for holding trove In a straight and plumb pos- Itlon and for misting lateral form shall be designed and Installed by others. Careful hand- ling Is essential and erection bmcng is always required. Normal precautionary action for trusses requlrea such temporary bracing during installation between truss° to avoid toppling and dominoing. The supervision of ereeuon 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 Inds greater than the design (cods shall not be applied to trusses at any time. No Inds other than the weight of the etcetera shall be applied to trusses until after all fastening and bmcing Is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 967# Support 2 1014# MAX LIVE LOAD DEFLECTION: L/999 L--0.34" D--0.35" T=-0.69" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.45" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB - 1.15 MULTIPLE LOADS -- This design is the ccaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 57.3 ft W. 38.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4000 0.73 14-13 3615 0.71 2- 3 -3536 0.66 13-12 3648 0.70 3- 4 -3699 0.42 12-11 3234 0.50 4- 5 -3699 0.42 11-10 3234 0.50 5- 6 -3536 0.67 10- 9 3648 0.70 6- 7 -3999 0.76 9- 8 3614 0.71 .... =... ======Joint Locations====°___.°_____ 1) 0- 0- 0 6) 31- 1- 3 11) 19- 0- 0 2) 6-10-13 7) 38- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 38- 0- 0 13) 6-10-13 4) 19- 0- 0 9) 31- 1- 3 14) 0- 0- 0 5) 25- 4- 0 10) 25- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1305 117 -967 BOT PIN 37- 8- 0 1305 0 -1014 BOT H-ROLL 12-8-0 k12-8-0 k12-8-0 Ilk 1 2 4 1 1 6 7 0 6X12 3X4 6X12 6-8-3 0-4-3 T�7 I le 11-2-0 al 3.00 11 3.00 00-8 12-3-11 12-0-10 12-3-11 ll 13 112 1 9 8 1306# 8.00" 1306# 8.00" 38-0-0 11-1-9- COSa"1-1-9 J) A S (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 G: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 Maronda S StemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F i CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing ar sbngar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral truss buckling le BC Live 0.0 psf O.C. Spacing: 24.0 " (407) 321-006a Fax (407) 321-3913 shown support of members on to reduce Provisions must be l bracing b term "�' made to anchor lateral hractng al ends and specified locations determined by the building designer BC Dead 10.0 f Design Criteria: TPI g TOMAS PONCE P.E. Addltional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 fituss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNFSSA DP OVIEDOXI-32766 TOTAL 33.0 psf V•0 .05.02- 7333- 7' Design: Matrix Anafyxtr JOB PATH: CATEE-LOKUOBAROAK3 HCS: 08 20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: G ATY:1 DESIGN INFORMATION This design Is for an IndW=l building component and has been based on tnformation provided by the client. The designer dtsclakns any responslbWty for damages as a Mull of faulty or Incorrect Infonr tlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accvraty of this Information as It may relate to a spe- cific project and accepts no responsibility or exemism no control with regard to fabrtm- tion, handling. shipment and installaUan of trusses. This truss has been designed es an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorponrled as part of the building design by a Building Designer (registered amhheet or professional engineer). When reviewed for approval by the building designer, the dmtgn loadings shown must be checked to be sure that the data shown arc in agreement with the lord building codes. local clknatic records for wind or snow bads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are mnunu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension oR not fully braced laterally by a properly applied rigid ceding, they should be braced at ■ tnaxtmum spacing of lOr-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrlcnor shall review this drawing to verify that this drawing is in conformance with the fabrk ntoes pLsns and to mallze a continuing naponslhWty for such verl- flcation. Any discrepancies are to be put In wrtUng before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight Elting wood to wood bearing. Con- nector plates shall be located on loth fam of the taw with nafis fully imbedded and shag be sym about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A US plate is 6* wide x 8- long Slits (holes) run parallel to the plate length specified Double cuts on web members shall meet at the centrold of the webs unlesa otherwise shown Connector plate sizes arc minimum slzo based on the fortes shown and may need to be Increased for certain hand - Ling and/or crectbn stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control mfer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecuon recommendations are to be followed in accordance with -Handling Installing A Bracing-, HIB-91. Tosses are to be handled with particular a during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas - [Lion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling isse esntlal and erection bmcing is always required. Normal precautionary action for muses requires such temporary bnehng during InataLlavon between trusses to avoid toppling and dominotng. The supervision of erection of es to s shall be under the control of pennons experienced in the Installatlon of trusses. Professional advice shall be sought If needed. Conccntratbn of construction Inds greater than the design Inds shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to tnwes until after oil fastening and bnatng 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 1 946# Support 2 992# MAX LIVE LOAD DEFLECTION: L/999 L=-0.44" D=-0.45" T=-0.89a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.61" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.30" RMB - 1.15 7-9-7 0-4-3 T7� I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C✓kC, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 57.3 ft W. 38.0 ft Truss in IN1' zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3800 0.74 2- 3 -3756 0.68 3- 4 -3277 0.60 4- 5 -3205 0.54 5- 6 -3205 0.54 6- 7 -3278 0.62 7- 8 -3757 0.69 8- 9 -3801 0.77 ..BC ... FORCE ... CSI 16-15 3415 0.98 15-14 3436 0.86 14-13 2970 0.61 13-12 2971 0.61 12-11 3437 0.86 11-10 3416 0.98 ..... = _=___=====Joint Locations____________ ___ 1) 0- 0- 0 7) 28- 6-14 13) 19- 0- 0 2) 4-11- 5 8) 33- 0-11 14) 14- 3- 0 3) 9- 5- 2 9) 38- 0- 0 15) 7- 2- 3 4) 13-11- 0 10) 38- 0- 0 16) 0- 0- 0 5) 19- 0- 0 11) 30- 9-13 6) 24- 1- 0 12) 23- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1305 117 -946 BOT PIN 37- 8- 0 1305 0 -992 BOT H-ROLL 13-11-0 k 10-2-0 k 13-11-0 Ilk 1 2 3 5 7 8 9 0 5X8 2X4 5X8 V v XIS- 11-2-0 ai 3X8 3.00 11 3•00 00-8 13-7-0 9-6-0 13-7-0 11 15 14 13 112 1 l 0 1306# 8.00" 1306# 8.00" 1-1-9 38-0-0 COSI(�I& A S (12) 2X4 '-9' (Ri-'-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 LMaronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G y stems CONTRACTOR.Dsgnr: BRACING WARNING: ECH Chet: Date: 10-05-02 TIC Live 16.0 psf Durfac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bmebg, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Smeing is for lateral BC Live 0.0 psf O.C.Spacing: 24.On P 9 (407) 321-0064 Fax (407) 321-3913 shown support of taw members only to reduce buckling length. Pr"lons must be made to anchor Lateral bracing at ends and specified kntatlona determined by the building designer BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bmcing of the overall swctum may be required. (s« HIB-91 of TPO. Code Dese: FLA LICENSE #0050068 Muss Plate Institute. TPI, is located at 593 D'Onofrio Drtve. Madison. Wisconsin 53719). 1005 VANNF.SSA DR0VIED0.FLa2786 TOTAL 33.0 psf :0 05.02- 7334- 7: Design: Matrix Analysis JOB PATH: CATEE-LOKU011SIROAK3 HCS• 08.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based an information provided by the client. The d-Igner disclaims any responsibility for damages as a mutt of faulty or incorrect tnfomuttlon. specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this rmy as It y relate to a spe- ciilc project and accepts no responsibility or exercises no control with regard to fabAcn- tion. handling. shipment and installation of tresses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy Inds The design assume compression chords (top or bottom) an conttnu- ously braced by sheathing unless otherwise specified Where bottom chords In tension am not fully braced laterally by a property applied ngd ceiling. they should be braced at a maxtmum spacing of 10'-0- o c. Connector plates shall be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drowing 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. Rates shall not be Installed over knothole. knots or distorted grab. Members shall be cut for tight filling wood to wood bearing. Con- nector pates stall be located on both faces of the truss us with nafully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A US plate is 6' wide x 9' long. Slots (holes) run parallel to the plate length specified. Double =is on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate Shea arc minimum at= based on the forces shown •nd may need to be Increased for certain hand. Itng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be followed in accordance with 'Handling Instaling A Bracing'. HIB-91. Truss- are to be handled with particular cam during banding and bundling. delivery and installation to amid danage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and foi resisung 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 amid toppling and dominoing. The supervision of ereetlon of trusses shall be under the control of perse m experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall no be applied to trusses at any urne. No bads other than the weight of the erector shall be applied to truss- until after all fastening and bracing is completed. JB: ROANOKe K 3 AC: 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 1 486# Support 2 592# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D=-0.05" T=-0.10" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03- RMB - 1.15 WO: ROAK3 WE: 0 : Plates) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C4C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 57.3 ft W. 19.3 ft Truss in 3N1' zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -968 0.31 10- 9 807 0.29 2- 3 -1676 0.42 9- 8 1161 0.35 3- 4 -962 0.33 8- 7 1361 0.40 4- 5 -1000 0.41 7- 6 840 0.32 TI: H ATY:3 ==__= __=====Joint Locations=====__________ 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 8- 0 4) 12- 8- 0 8) 10- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 697 162 -486 BOT PIN 19- 2- 8 682 0 -592 BOT H-ROLL 12-8-0 6-8-0 1 2 3 5 6 0000 fo 4-10-0 12.00 I 4X6 0-4-3 T 3-0-0 1 3-8-3 11 I I II 7-" 3-0-0 94-0 10 14 7 6 697# 8.00" 683# 3.00" 1-1-9 19-4-0 11-1-9- COSME'IS (4 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2933 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Afairiz Analysis 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 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 trade to anchor Lateral bmcbg at ends and specified locations determined by the budding designer Additional bracing of the werall structure nay be required. (See HID-91 of TPq rlluss Plate Institute. TPI, is located at 593 D'Onafrio Drive. Madison. Wtsconsin 53719). JOB PATH: C.•ITFE-LOK1JOBAROAK3 Eng. Job: Dwg: Dsgnr: ECH Chk: WU: RUAK3 Truss ID: H Date: 10-05-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7335- 7: 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 responslbWty for damages as a result of faulty or Incorrect Information, specdlcations and/or design furnished to the toss designer by the client and the correctness or accuracy of this information as It may relate to a spe- ctflc project and accepts no responslbWty or exercises no control with regard to fabriea. tion, handWng, shipment and iutn0ation of trusses. Thb truss has been designed as an Individual building component In accordance with ANSI/3PI I.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the building designer, the design loadlnp 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. Unkas shown, truss 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 specNed. Where bottom chords in tension are not fully braced Laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-V o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS` M A 653. . Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall thew this drawing to verify that this dravnng is in conformance with the fabrkatofs plans and to realize a continuing respom1bdIty for such ven- ftcation. Any discrepancies are to be put in writing before cutlmg or fabrication. Plates shall not be tnstalled over knotholes, knots or distorted gain. Members shall be cut for tight ntting wood to wood bearing. Con- nector plates shall be located on both faces of the taus with nalh fully imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate Is 5" wide x 4' long. A 6x8 plate is fr wide x 8' long. Slots (holm 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 ■t= 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 sham. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommcndatlons are to be followed In accordance with'Handling Installing A Bractngr, 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 form shall be designed and Wtalled 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 topping and dominotng. The supervision of erecslon of tresses 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 muses until after all fastening and bracing is completed. ROANOKE K 3 AC: 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. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 236# MAX LIVE IAAD DEFLECTION: L/999 L.-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 7-1-15 044-3 T71 I WO: ROAK3 WE: 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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. 57.3 ft W. 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -466 0.48 10- 9 363 0.31 2- 3 -374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 TI: HI ATY:2 .......... ====Joint Locations=== ............ 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 0- 0 4) 12- 8- 0 8) 10- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 455 236 -435 BOT PIN 12- 0- 0 683 0 -647 BOT H-ROLL 19- 2- 4 279 0 -316 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 435# Support 2 647# Support 3 316# 12-8-0 k6-8-0 1 2 3 5 4X6 Imo- 5-3-0 D 12.00 I 7-0-0 L 3-0-0 I, 10 8 7 456k 8.00" 684N 8.00" 1-1-9 19-4-0 COSME4-;& ( 3X4 C/L: 12-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVILDO.FL327E0 : READ ALL NOTES ON THIS SHEET A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmetng shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specllled locations determined by the building designer. Additional bmcing of the overall structure may be required. (See HIB-91 of 3PI). rrruss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madlson, Wisconsin 53719). Q M 0-4-3 T 3-0-0 1 3-8-3 11 280# 3.50" �11-1-9-9 scale = 0.2933 Eng. Job: WO: ROAK3 Dwg: Truss ID: H1 Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Design: Marhx Analysis JOB PATH: CATEE-LOKVOBAR0AK3 HCS. 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L: WO: ROAK3 WE: TI: H2 8TY:1 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any respomfbWty 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 triformation as It may relate to a ape- cft project and accepu no responsibility or exercises no control with regard to fabrica. tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered 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 clbnadc records for wind or snow Inds. pmjec specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a property applied rigid ceding. they should be braced at a maximum spacing of la-V 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 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- f cnUon Any discrepancies are to be put in wining before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood beartrng. Con- nector plates shad be located on both faces of the tow with nags fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A US plate is S' wide x 8' long. Slits (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centr"ld 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- ting and/or ctcetlon 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 recca mendations are to be followed In occordance with'Handling ImtaWng 6 Bmcing". HIB-91. Trusso are to be handled with particular care during banding and bundling. delivery and tnstadatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw- Ilion and for resisting lateral form ihall be designed and Wtalled by other Careful hand- Itng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during hutaUnion between trusses to avoid topper and dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Profession) advice shall be sought If needed. Concentration of construction Inds greater than the design bads shad no be applied to trusses at any time. No Inds other than the weight of the crecors shad 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 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of (multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl Le 57.3 ft W. 19.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" De-0.01" To-0.02■ MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTIONt T- 0.01" 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. (]: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 236# .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -466 0.48 10- 9 363 0.31 2- 3 -374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 —___ __...—Joint Locations.----..... 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 8- 0 4) 12- 8- 0 8) 10- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 455 236 -435 BOT PIN 12- 0- 0 683 0 -647 BOT H-ROLL 19- 2- 4 279 0 -316 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 435# Support 2 647# Support 3 316# RMB o 1.15 k 12-8-0 k6-8-0 1 2 314 5 0 4X6 ice— 5-3-0 12.00 I 110 4 8 7 456N 8.00" 684# 8.00" 1-11 -9 19-4-0 GABLE Z'PCATES (32) 2X4 C/L: 12-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IDD5 VANNFSSA DROVIMO.n.327(38 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of lrmuv members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified loaBons determined by the building designer. Addlllorsl bracing of the ever dl structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Q 0-4-3 T 3-0-0 1 3-8-3 11 280# 3.50" 1 1 9 Studs ® 2-0-0 o.c. scale = 0.2933 Eng. Job: WO: ROAK3 Dwg: Truss ID: H2 Dsgnr: ECH Chi{: Date: 10-05-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Derign: Mmrix Analyrir JOB PATH: C-IT££-LOKUOBSIROAK3 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 disclalms 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 Infornatlon 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 louses. 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 bull" designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local cllmatic records for wind or snow loads. project specifications or special applied Inds Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally, by a property applied rigd ceiling, they should be braced at a maximum spacing of I9-o- o.c Connector plates shall be manufactured from 20 gauge hot dipped galwntzed 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 van- Bcation. Any discrepancies art to be put In writing before cutting or fabrication. Plates shall not be Installed war knotholes, knots or distorted gain. Members shall be cut for tight mthng wood to wood tearing Con- nector plates shall be located on both faces of the truss with =113 fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A fixe plate is 6' wide x 8' long Skits (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces sham and may need to be Increased for certain hand- ling and/or erection stresscs. This trtss is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional tnformalion on Quality Control refer to ANSI/IPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations art to be followed In accordance with -Handling Insisting h Bracing'. HIB-91. Trusses are to be handled with particular cart during banding and bundling. delivery and Installation to ovoid damage. Temporary and permanent bracing for holding troves In a straight and plumb pos- Won and for resisting lateral form shall be designed and Installed by others. Careful hand- ling b essentlal and erection bracing is always required. Normal precautionary action for tosses 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 truss". Rofesslonal advice shag be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied Ica trtsses at any tune No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: fG:,NOKE K 3 AC: 10# U10# UPLIFT TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 681# Support 2 722# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-7-15 0-4-3 TT� I WO: ROAK3 WE: MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -987 0.44 8- 7 843 0.43 2- 3 -755 0.33 7- 6 843 0.43 3- 4 -755 0.33 4- 5 1014 0.48 TI: J ATY:7 --- =_=======Joint Locations===------ _____= 1) 0- 0- 0 4) 14- 2-12 7) 9- 8- 0 2) 5- 1- 4 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 690 78 -681 BOT PIN 19- 0- 0 689 0 -722 BOT H-ROLL 9-8-0 k9-8-0 Ilk 1 2 4 5 O 4X6 I 1 I, - — 194-0 L '18 7 6 690# 8.00" 690# 8.00" 1-9 194-0 1-�1-9 (RI-1 (R1-1 -7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3103 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 =Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J y CONTRACTOR. Dsgnr: ECH Chk: Date: 10-05-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psr DurFac - Lbr: 1.25 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bmctng TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Li0.0 f O.C. Spacing: 24.011 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of thLive us members only to reduce buckling length. Provisions must he pS nude to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracinngofthe overall structuremayberequired. (See HIB-9IofTP0. lPs Code Desc: FLA LICENSE #0050068 (Russ Plate Institute, TPI, b located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDO.FL32768 I I TOTAL 33.0 psf V:09.05.02- 338- 71 Design: Matrix Anafytfr JOB PAIN: C.ITEE-LOKVOBSIROAK3 HCS: 08.20.02 Design: Matrix Anafytfr JOB PAIN: C.ITEE-LOKVOBSIROAK3 HCS: 08.20.02 DESIGN INFORMATION This design b for an mdrvldmi budding component and has been based on Information provided by the client. The designer disclaims any mponslbWiy for damages as a mutt of faulty or Incorrect information. specifications and/or designs furnished to the tr ua designer by the client and the correctness or accuracy of this Information as I1 may relate to a spe- cific project and accepts no responsmWty or exercises no control with regard to fabrica- tion, handlin& shipment and tnstallation of teases. This truss has been designed ss an IndMdm bullding component In with ANSIiIPI 1-1995 and NDS-97 to be incorporated ss pan of the building design by a Building Dmtg cr (registered architect or professional engneed. when reviewed for approval by the building designer, the design Ioadirngs shown must be checked to be sure that the data shown are in agreement with the loml building trades, local climatic records for wind or snow Inds, project specifications or special applied loads. Unless shown. truss has not been dnlgned for storage or occupancy loads. The design assumes anmpresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension as no fully braced laterally by a properly applied rigid ceWng, they should be braced at a maxlrnum spacing of 10'-0- o c Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrtcators plans and to realize a continuing mpom[bWty for such veA- fla,llon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed wet knotholes. knots or distorted gain. Members shall be cut for light 011lng 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 thejotnt unless otherwise shown. A 5x4 plate is 5- wide x 4- long A US plate Is 60 wide x It long Sk"s (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 atzes are mintmum sues used on the form shown and my need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfor o tion on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bating and erection recommendations arc to be followed in accordance with -Handling Installing A Bmcln(, HIB-91. Trusses are to be handled with particular core during bonding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding trusses In o straight and plumb pos- ition and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bating is always required. Normal precautionary action for trusses requires such temporary bating 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 conatructlon loads greater than the design loads shall not be applied to troves at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bating b completed JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDSs 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 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. WadLod per ASCE 7-98, CaiC, V. 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 5-7-15 0-4-3 Tr� I WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. or a SCAB of the same dimension and grade as web nailed to face(s) of web with 10d nails staggered 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE regad on any web exceeding 141 denotes ONE edge or ONE face •*•" denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise ..TC... FORCE ... CSI ..BC ... FORCE ... CSI TI: J 1 9TY:1 ==___=_=====Joint Locations========_===_=_ 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 9-8-0 9-8-0 1 2 3 4 5 7 8 9 10 11 p 4X6 19-4-0 22 21 20 19 18 17 16 15 14 13 12 0# 8.00" 0# 8.001r 1-1-9 r 194-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARON DA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bating. wind bracing, portal bracing or similar bracing which b a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 sham is for lateral support of truss members only to reduce buckling length. Rwistons must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified location determined by the building designer. Additional bating of the Meall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 rr uss Plate Institute, TPI, is located at 5a3 D'Onofrto Drive, Madison. wlscomin 53719). 5-2-3 0-4-3 0-1 �1-1-9 Studs ® 2-0-0 o.c. scale = 0.3103 Dwg: Dsgflr: ECH 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: J 1 Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-LOKUOBAROAK3 HCS: 08.20.02 WO: KOAK3 WE: TI: J2 ATY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The dmlgner disclaims any responsibility for damages as a result of faulty or incorrect Information, speeNcrtlons 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- e flc project and accepts no responsibility or exerelses no control with regard to fab"o- "on, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance wltt ANSI/7Y1 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 loadmp 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 conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly appl.Led rtpd ceiling, they should be braced at a rnaxtmum spacing of 19-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A\SIM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fobneation• the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- 0catlon. Any discrepancies are to be put In writing before cutting or fabrication. Pates shall not be Installed wet knotholes, knots or distorted gain Members shall be cut for light fitting wood to wood beartrng. Can- nector plates shall be looted on both fain of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' aide 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 ates are minimum sizes based on the form shown and may need to be increased for certain hand- Wg and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional Informatlon on Quality Control refer to ANSI/Tm 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendatlons are to be followed in accordance with'Handling installing A Bractne, HIB-91. Trusses are to be handled with particular tare during banding and bundling• delivery and installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pas - Won and for routing lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trtsaes requires such temporary bmcing during trstallatlon between tnsses 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 Beater than the design loads shall not be applied to town at any time. No loads other than the weight of the erectors shall be applied to )noses until after oil fastening and bmcmg is completed. JB: ROANOKE K 3 AC: 10## UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 461# Support 2 560# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 5-7-15 0-6-3 4 on MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C4C, V. 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Enc. L. 57.3 ft W= 19.0 ft Truss in 3NT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -972 0.42 8- 7 829 0.46 2- 3 -748 0.28 7- 6 838 0.46 3- 4 -749 0.27 4- 5 -980 0.40 Joint Locations======_=_______ -----Joint 1) 0- 0- 0 4) 13-10-12 7) 9- 4- 0 2) 4- 9- 4 5) 19- 0- 0 8) 0- 0- 0 3) 9- 4- 0 6) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 0 618 35 -461 BOT PIN 18- 8- 0 687 0 -560 BOT H-ROLL 94-0 9-8-0 1 2 4 5 0 4X6 6.00 19-0-0 8 7 619N 4.00" 687# 8.00" 19-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 IMaronda Systems y WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: ECH Chic: I TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this dmwing is not erection bracing wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing be BC Live 0.0 f Ps (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provlsions must TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalru bracing of the overall stcture nay be required. (See HIB-91 of TPII. BC Dead 10.0 f gas LICENSE #0050068 rr t Plate Institute• TPI, is looted at 50 D'Onofrlo Drive. Madison, Wisconsin 53719). TOTAL 33.0 1005 VANNESSA DR.OVIEDO.PL32788 psf Design: Matrix Analysis JOB PATH: C:ITEE-LOK1J0BAROAK3 5-2-3 04-3 T7� I �11-1-9-9 scale = 0.3328 Truss ID: J2 Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS- 08.20.02 JB: 10# UPLIFT D.L. WO: WE: TI: K ATY:3 DESIGN INFORMATION This deslgn is for an individual building component and has been based on Infomration provided by the client. The designer dlsclatnis any responsibility for damages as a result of faulty or Incorrect tnforrnation, specifications and/or deslgrts furnished to the truss designer by the client and the m ectri m or accuracy of this Information u it may relate to a spe- cific pmject and accepts no responsibility or ueml3m no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered arehnecl or professional engineer). When reviewed for approval by the building designer, the design Ioadtnga shown must be checked to be sure that the data shown are in agreement with the local building codes. local chnutic records for wind or snow loads. 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 continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rWd ce0mg, they should be braced at ■ maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized at"] meeting ASTM A 653. Grade 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 fabricatoes plans and to realize a continuing rnponsibillly for such vert- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plato shall not be installed over knotholes. knots or distorted grain Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4l plate Is 5' wide x a' long. A US plate la 0' wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate st= are minimum sires based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This tow is not to be fabricated whh fire retardant treated lumber unless otherwise shown. For additional Irforoation an QmIlty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bmcing and erection recommendations arc to be followed in accordance with 'Handling lwtalling a Bractg'. 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- ition and for reslsung lateral form shall be designed and Installed by others. Careful hand- ling isessential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Wtallatbn between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the ttistallstlon 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 loads other than the weight of the erectors shall be applied to muses until after all fastening and bmcing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 456# Support 2 555# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB - 1.15 5-7-15 0-7-11 t on MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 57.3 ft W. 18.8 ft Truss in INf zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -928 0.27 8- 0 600 0.22 2- 3 -723 0.23 0- 7 794 0.37 3- 4 -726 0.24 7- 6 820 0.38 4- 5 -959 0.36 =Joint Locations=== ----- ==___=_ 1) 0- 0- 0 4) 13- 7-12 7) 9- 1- 0 2) 4- 6- 4 5) 18- 9- 0 8) 0- 0- 0 3) 9- 1- 0 6) 18- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 4 611 35 -456 BOT PIN 18- 5- 0 678 0 -555 BOT H-ROLL 9-1-0 k 9-8-0 Ilk I 2 4 5 4X6 Q M Ilk 18-9-0 8 7 6 611# 2.50" 678# 8.00" 18-9-0 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 VANNGSSA DFLOVIEDOX1.37768 Dexig: Matrix Analyxir WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing. wind bmcing. 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 tow members only to reduce buckling length. Prvvt3lons 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 TPq. flluss Plate Institute. TPI. Is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOXUOBAROAX3 5-2-3 0-4-3 scale = 0.3370 Eng. Job: WO: ROAK3 Dwg: Truss ID: K Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 .05.02- 73 2- 81 HCS: 08.20.02 ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: K1 ATY:1 DESIGN INFORMATION This design is for an mdMdual building component and has been based on Infornutlon provided by the client. The designer disclaims any responsibility for damages u a result of faulty or incorrect Infom ation, speeNta ions and/or designs furnished to the loos designer by the client and the correctness or accuracy of this infor lion as it may relate to a spe- cifte project and accepts no responsmWty, or exercises no control with regard to fabrfea- lion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building deign 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 budding codes, local cdmauc records for wind or snow loads. project speem ations or special applied loads Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes canpressWn chords (lop or bottom) are contmu- 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 Ia-W o.a Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmde 40, unless otherwise shown FABRICATION NOTES Poor to fabrication. the fabricator shad review this drawing to vertfy that this drawing b In conformance with the fabruato's plans and to realize a continuing responsibility for such verl- lleatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted gain. Members shad be cut for tight flttmg wood to wood hearing. Con- nector plate shad be located on bah faces of the truss with nails fully imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A (Lc6 plate Is 6' wide x e- long. slats (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centmtd of the webs unless otherwise shown. Connector plate alas are mint.= sizes based on the fortem s shown and nay need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Infornatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornrnendauon t are to be followed In accordance with 'Handling 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 pemnnent bracing for holding trusses In a straight and plumb pro - Won and for resbtsng Lateral form shall be designed and Installed by others. Careful hand- ling b essential and erection bracing is always required. Normal precautionary action for trusses requurs such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the tnstadallon of trusses. Profesalonal advice shall be sought U needed. Concentration of comtrueuon Inds greater than the design loads stud not be applied to louses at any time. No leads other than the weI&t of the erector shall be applied to trusses until after all fastening and bmcuV Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS. 2x4 SP #3 2x4 SP #2 2,4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 513# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L-0.10" D=-0.10" T=-0.20" MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB - 1.15 T 3-9-15 04-3 [): Plate(s) OFFSET from joint center. The Joint Detail Report mint be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCB 7-98, C&C, V. 125niph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 57.3 ft W. 18.8 ft Truss in 3NT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1687 0.51 8- 7 1500 0.51 2- 3 -1716 0.45 7- 6 1529 0.39 3- 4 -1716 0.52 6- 5 0 0.16 ===== __=... =Joint Locations== ...... =----- _ 1) 0- 0- 0 4) 18- 9- 0 7) 6- 3-11 2) 6- 0- 0 5) 18- 9- 0 8) 0- 0- 0 3) 12- 4- 8 6) 12- 6- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 18-11- 0 623 0 -359 TOP H-ROLL 0- 4- 0 679 132 -513 BOT PIN 640-0 k13-0-8 Ilk 1 3 4 0 T 1-11-4 1-4-15 i 3.00 I 00-8 5-7-11 12-5-5 I 8 6 5 679# 8.00" 623# 3.00" 1-9 in I_0-3-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3321 WAKNING: READ ALL NOTES ON THIS SHEET. LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING SANFORD, FL. 32771 erection brae Bracing g Irtg, wind hra[Ing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provblom must be TOMAS PONCE P.E. nude 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-9l of TPI). LICENSE #0050068 Thugs Plate Institute. TPI, Is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). Eng. Job: WU: RUAKJ Dwg: Truss ID: K1 Dsgnr: TLY Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 05.02- 7343- 8' Design: Mmrix Analysis JOB PATH: C-17EE-LOKIJOBSIROAK3 HCS: 08.20.02 WO: RUHK3 WE: fl: L aTY:2 JB: ROANOKE K - AC: 10# UPLIFT D.L. DESIGN INFORMATION This design s for an Individual building component and has been based on Information provided by the client. The designer diclahns 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 If this Information as It may relate to ■ upe- clfic project and accepts no responslbWry or exercbes no control with regard to fabrtca- lion, handling. shipment and firts.on of trusses. This truss has been designed os an Individual building component In accordance with ANSIrMI 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 landings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied I=& Unless shown. truss 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 propG1ly applied dgkl ceding, they should be braced at a maximum spacing of 101-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vcn- Bcation. Any discrepancies are 1a be put in writ Ing before cutting or fabrication. Plates shall not be trutalled wer knotholes. knots or distorted grain. Members stall be cut far Clot fllling woad to wood beartng 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 S' long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes sae minimum sits m based on the forshown and may need to be increased for certain hand- ling and/or erection stresses. This tntss Is no to be fabricated with fire retardant trealed lumber unless otherwise sham. For additional Information on Quality Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are Ito be followed In accordance with -Handling Installing A Brecbrg". HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avow damage. Temporary and permanent bracing for holding muses 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 alwrys qu reired. Normal precautionary action for muses requires such temporary bracing during Wtallation between trtuss to avoid toppling and dominotrng. The supervision of erection of trusses shall be under the central of persons experienced in the installation of muses. Professional advice shall be sought If needed Concentration of construction loads greater than the design toads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to lrusaes until after oil fastening and bracing is completed. 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. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, Ira 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 57.3 ft W. 10.2 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 1664 0.67 6- 5 -1751 0.33 2- 3 144 0.44 5- 4 -1755 0.23 ___o=vo=Joint Locations----"____"___ ��__ 1) 0- 0- 0 3) 10- 1-15 5) 5- 7-14 2) 5- 7-14 4) 10- 1-15 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 Concentrated LBS Location TC Vert L+D -16 2- 0- 5 TC Vert L+D -91 5- 7-10 TC Vert L+D -156 9- 2-14 BC Vert L+D -13 2- 0- 5 BC Vert L+D -50 5- 7-10 BC Vert L+D -85 9- 2-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 7-15 289 0 -528 TOP H-ROLL 0- 4-13 150 187 -594 BOT PIN 16# 1 91# + 156# Ilk 10-9-3 L 1 2 3 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 BEAR. BLK: 2x8 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 528# MAX LIVE LOAD DEFLECTION: L/999 Le-0.07" Drr 0.00" T"-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tra 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB o 1.00 0-3-15 1 0-7-9 t 1-3-12 1 2-04 1.68 I L 9-4-6 L �6 5 4 151# 9.56" 290# 2.50" 1-10-9 P1. 1 10-1-15 0-8-0 (RI-10-7) (R1-10-7) 13# 50# 85# EXCEPT AS SHOWN PLATES ARE TL20 GA TE D PER ANSI/TP1 1-1995 scale = 0.5272 =Maronda S stems y WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: ECH Chet: I WO: ROAK3 Truss ID: L Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shwa an this drawing is not erection bracing, wind bracing, portal bracing or sta lar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral buckling length. BC Live 0.0 psf O.C.Spacing: 24.0" P g (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce Provisions must be d by me building designer. tared. wu.wctture BC Dead 10.0 r Design Criteria: TPI TOMAS PONCE P.E. mspecified re ,weuionalnrae�`ofthe a (See y fro Driv 'sae °"p" . � Code Desc: FLA LICENSE N0050068 fhusa Plate Institute. TPI. s located at 597 D'OnaGto Drive. Madison. Wisconsin 53719) Madison. 1005 VANNESSA DP-OVIEDO.R32768 TOTAL 33.0 psf V•0 .05,02- 73 5- 8, Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSIROAK3 HCS: 03.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: L2 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ==Joint Locations=Individual This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 1-15 5) 5- 6-10 component and has been based onlnformatlon WEBS: 2x4 SP #3 composite result of multiple loads. 2) 5- 6-10 4) 10- 1-15 6) 0- 0- 0 provided by the client. The designer disclaims BEAR. BLK s 2x8 SP #2 All COMPRESSION Chords are assumed to be any responsibility for damages as a mull of faulty or incorrect Infornatlon. specfications Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. _ _ _ _ _ _ _ _ _ _ _ _ TOTAL DESIGN LOADS _ _ _ _ _ _ _ _ _ _ _ _ and/or designs furnished to the truss designer bearing. WndLod per ASCE 7-98, C&C, V= 125mph, Uniform PLF From PLF To by the client and the correctness or accuracy H= 15.0 ft, i= 1.00, Etp.Cat. B, Kzt= 1.0 TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 of this infomm Lon as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE s Bld Type. Encl L= 57.3 ft W= 10.2 ft Truss Concentrated LBS Location ctlio protect and accepts no responsibility or Support 1 594# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -17 1- 4- 4 exercises controlwentredidto Support 2 528# Impact Resistant Covering and/or Glazing Re 1 a g g TC Vert L+D -44 3- 9- 1 li talation- truss handling, shipment and installation a of novas. This was has been deigned a an MA LIVE LOAD DEFLECTION: TC Vert L+D -73 6- 1-15 individual building component in accordance with L/999 ..TC...FORCE ... CSI ..BC ... FORCE ... CSI TC Vert L+D -102 8- 6-12 ANSI/TPI 1. 1995 and NDS-97 to be incorporated L=-0.07" D= 0.00" T=-0.07" 1- 2 1658 0.62 6- 5 -1746 0.29 BC Vert L+D -8 1- 4- 4 as pan of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -88 0.39 5- 4 -1746 0.26 BC Vert L+D -24 3- 9- 1 Designer (registered architect or professional TO 0.09° BC Vert L+D -90 6- 1-15 enilding. Whenrtheewedforoadingsshownl by budding designer, the design Imdlnp shown MAX HORIZONTAL LIVE LOAD DEFLECTION: BC Vert L+D -55 8- 6-12 must be checked to be sure that the data shown T= 0.04° ----MAX. REACTIONS PER BEARING LOCATION----- amIn agreement with the local building codes, X-Loc Vert Horiz Uplift Y-Loc Type loot climatic records for wind or snow Inds, RMB = 1.15 10- 7 -15 218 0 -528 TOP H-ROLL project specifications or special applied bads. 0- 4-13 173 187 -594 BOT PIN Unless shown. was has not been designed for storage or occupancy Inds The design assumes 17# 44# 73# 102# compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 10-9-3 L specified. Where bottom chords In tension art Ilk Inot fully braced laterally by a Property applied 1 2 3 rigid ceWng, they should be braced at ■ maximum spacing of 10'-0- o.c. Connector 3.33 m .plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES 6X8 Prior to fabric' Lion. the fabricator shall review this drawing to veiny, that this drawing is in conformance with the fabricator's plans and to mil- o continuing responsibility for such ven- 2-0-9 Real.— Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knothole, knots or distorted gain Members shall be cut 3X i 0-2-6 for tight fitting wood to wood bnrtnt Con- nector plates shall be located an both faces of the lr,-s with nails fully imbedded and shall be the A 4X6 T sym. about Joint unless otherwise shown. 5x41 plate is 5- wide x 4' long. A ex8 plate is 6"3X8 0-3-15 wide x it long. Slots (holes) run parallel to 1-3-6 the plate length speclfled Double cuts on web members shall meet at the cenlrald of the webs 2X4 unless otherwise shown. Connector plate sizes are mintmum sizes based on the forces shown and may need to be increased for certain hand- 3X4 bag and/or erection stresses. This true is no to be fabrtealed with fire retardant treated lumber unless otherwise shown. For additional Infomnstion on Quality Control refer to ANSI/TPI 1-1995 1.68 I PRECAUTIONARY NOTES 1-0 All bracing and erection reconunendatlons are 10 be followed In accordance with 'Handling 9_1_15 InsLaWng A Bracing". HIB-91. Trusses are to I he handled with particular can: during banding 6 5 4 and bundling, delivery and WlaLlatlon to avoid 174# 9.56" 219# 2.50" damage. Temporary and permanent bracing for holding trusses In a stmt&t and plumb pos- Won and for resisting lateral forces shall be 1-10-9 10-1-15 0-8-0 designed Install by Careful hand- (RI-10-7) 8# 24# 40# 55# and others. Ling is essential and emclbn bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIrT I 1-1995 ` Scale = 0.5272 required. Normal precautionary action for WARNING:En READ ALL NOTES ON THIS SHEET. g• Job: WO: ROAK3 trusses requires such temporary braclug dung installation between tnisse to avoid toppling and damin ll b ne r supervision of tresses .hall be under the control person, �jaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L2 u experienced ta the Installation or lrussn. j CONTRACTOR. Dsgnr: ECH Ctilc: Date: 10-05-02 Professional advice shall be sought If needed Concentratlon of construction loads greater - BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 than the design loads &hall not be applied to trusses any time. No loads other than the 4005 MARONDA WAY Bra" shorn on this drawing is not erection bracing, wend bracing, bracing or bracing TC Dead 7.0 psf DurFae - Pit: 1.25 at weight of the erectors shall be applied to SANFORD. FL. 32771 portal slmibr which is a pan of the building design and which must be considered by the building designer. Bracing is for lateral gC Live 0.0 f O.C. Spacing: 24.0" trusses until after all fastening and bracing I. completed. (407) 321-0004 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer Design Criteria: TPI TOMAS PONCE P.E. Additional bmdngofthe overall stntctatemayberequired. (See HIB-9IofT BC Dead 10.0 f p' . Pile Lnslilute, TPI. is located 583 D'Onofrio Code Dese: FLA LICENSE #0050068 frruss at Drive, Madlwn, Wisconsin 53719). 1005 VANNESSA DROVIEDOXI-327aa TOTAL 33.0 Psf V:09.05.02- 73 - 83 Derign: Marrix Anafysif JOB PATH: C.-I EE-LOKUOBSIBOAK3 HCS: 08.20.02 DESIGN INFORMATION Ths design is for an Individual building component and has been based on Infomnatbn 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 Informuon as it may relate to a spe- cifk project and accepts no responsibility or exercises no control with regard to fabria- tlan. handling, shipment and installation of trusses This gnus has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as Rant of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design Imdinp shave must be checked to be sure that the data sham are In agreement with the lord building codes. local cWnalla records for wind or snow Inds. Project specifications or special applied loods. Unless shown, toss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are contmu- ously bruce6 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 101-T o.e. Connector plates shall be manufactured from 20 gauge ha 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 drawl" Is in conformance with the fabricator's plans and to realise a continuing responsibility for such veri- fication Any dscrepancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or dslorted groin. Members shall be cut for light fitting woad to wood bearing. Con. nector plates shall be located on both fain 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 aKS plate is 6' wide x 8' long. Sbs [toles) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the weM unless otherwise shown. Connector plate sizes are minimum at= 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 fabrinted with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control crier to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recorunendallons are to be followed in accordance with 'Handling Installing A Bracinf. HIB-91. Trusses are to be handled with particular cme during banding and bundling, delivery and Wtallatlon to avoid damage. Temporary and pemsnent bmcmg for holding truss in a straight and plumb pos- ltbn and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is alwoys required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topper and dominating. The supervision of election of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads grater than the design Inds shag not be applied to trtasaes at any time. No bads other than the weight of the ercdom shag be applied to trusses until after all fastening and bracing is completed JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x10 SP #1 D WEBS: 2x4 SP #3 This 2-PLY truss designed to carry 18, 9" span framed to BC one face 191 3" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 57.3 ft W. 7.7 ft Truss in INP zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/412 at JOINT # 3 L=-0.20" D--0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te 0.09" MAX HORIZONTAL LIVE T- 0.04" RMB - 1.00 3-0-0 WO: ROAK3 WE: MULTIPLE LOADS -- This design is the copoosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 1 971# Support 2 971# This truss has not been designed for ROOF POND3NG. 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. LOAD DEFLECTION: ..TC... FORCE ... CSI 1- 2 0 0.56 2-PLIVS3 REQgjy" ..BC...FORCE... CSI 6- 5 172 0.89 5- 4 0 0.88 TI: L3 ATY:2 ............ = _____=====Joint Locations =====______=___ 1) 0- 0- 0 3) 7- 8- 0 5) 4- 5- 4 2) 4- 5- 4 4) 7- 8- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -312 0- 0- 0 -312 7- 8- 0 BC Vert L+D -304 0- 0- 0 -304 7- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2366 0 -971 BOT PIN 7- 6-12 2366 0 -971 BOT H-ROLL 7-8-0 Ilk 1 2 3 3X6 5X6 6X8 3X6 4-7-0 6 5 2367# 8.00" 1. 7-8-0 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 DP OVI6DO.n.327ad WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: anteing shown on this drawing Is not erectlun bracing, wind brachit 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 taus 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 TPO. rDuss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). 3-0-0 .= 1 4 2367# 2.50" scale = 0.7000 Dwg: Truss ID: L3 Dsgnr: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Design: Matrix Analysis JOB PATH: CATE£-LOKUOBSIROAK3 HCS- 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on inforrnaUon provided by the client. The designer disclaims any responsibility for damages as a mutt of faulty or Incorrect Inforrnatlon, specifications and/or designs fumtshed 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 e cmisrs no control with regard to fabrica- tion. handling, shipment and Wtallatlon of Irrsses. This truss has been designed as an indMduaI 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 archflec or professional g enneerl. 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. b=l clanatlo records for wind or snow bads, project specifications or special applied toads. 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 no fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 101-0' 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 verily that this drawing is In confomunce with the fabricators plans and to realize a continuing responsibility for such veri- Ileallon. Any discrepancies one to be put in wetting before cutting or fabrication. Plales shall not be Wtalled 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 nags fully imbedded and shag be sym. about the joint unless otherwise shown A 5x4 plate is 5' wide x 4' long A Bx8 plate is (i wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on wcb members shag meet at the centmid of the webs unless otherwise shown. Connector plate at= are minimum sues based on the forty m sha 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 Quagly Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing% HIB-91. Trues are to be handled with particular care during banding and bundling, delivery and Installation 10 avoid damage. Temporary and permanent bracing for holding tresses in a straight and plumb pm- Ition and for resisting lateral forces shag be designed and trutalled by others Careful hand- Ung is essential and emcUon bracing is always required. Normal precautionary action for tntsaes requires such temporary bracing during Wtaltation between muses to avoid toppling and dominoing. The supervision of erecton of taus_ shag be under the control of persons expertenced in the WtagaUon of truss_. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shag not be applied to truss_ at any time. No loads other than the weight of the emctora shag be applied to te��er'III after all fastening and bracing Is completed. JB: ROANvXE K 3 AC: 10# UPLIFT D.L. TDP CHORDSI 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 255# MAX LIVE LOAD DEFLECTION: L/999 Lo-0.02" D- 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB as 1.15 04-3 WO: ROAK3 WE: [): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLrod 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= 57.3 ft We, 9.0 ft Truss in INf zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -629 0.53 5- 4 597 0.33 2- 3 -35 0.32 TI: O 9TY:13 ....... __= .Joint Locations=====_= ...... == 1) 0- 0- 0 3) 9- 0- 0 5) 0- 0- 0 2) 4-11- 2 4) 9- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 376 255 -422 BOT PIN' 8-10-12 290 0 -486 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 486# _ 9-0-0 k Ilk 2 3 WE 2.00 1 0'80 �I I 1 5 8-0-8 1 � q 377# 8.00" 290# 2.50" 1a 1-7-2 Die 9-0-0 r (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 IDD5 VANNFSSA DR.OVILDO.FL3276a WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building d_lgncr. Bracing shown is for lateral support of taus members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additfoml bracing of the overall structure may be required. (See HIB-91 of TPI). CrY Plate Institute, TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 2-0-2 scale = 0.5516 Eng. Job: WO: ROAK3 Dwg: Truss ID: O Dsgar: ECH Chic: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V•0 .05 02- 352- 8: Design: Afarrir Analysis JOB PATH: C:17EE-LOKVOBAROAK3 HCS: 08.20.02 DESIGN INFORMATION Thu design Is for on individual budding component and has been based on tnfonnatbn provided by the client. The designer disclaims any responsibility for damages as ■snub of faulty or incorrect mma fortbec n. aplftcntlona snd/oar designs furnished to the truss designer by the client and the mrrcctnos or accuracy of this Information as it may relate to a spe- cinc project and accepts no rnponsibNty, or uemises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual bullding coriponenl In accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineed When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. Local climatic records for wind or snow toads. project specifications or special applied Inds. Unless shown. thus has not been designed for worage or occupancy bads. The design assumes compression chords (top or bottom) are mnttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bm&cd laterally by a property applied rigid ceWng, they should be braced at ■ maximum spa" of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hog dipped galvanyed steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Pnor to fabrication. the fabricator shall review this drawing to verify that this drawing Is in twnformantt with the fabricator's plans and to realie a continuing resporutbWry, for such veri- fication. Any discrepancles are to be put in writing before cutting or fabrication. plates shall not be Walled over knotholes. knob or distorted gam. Members shall be cut for light fining wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fuly bnbedded and stall be sym. about the join[ unless otherwise shown. A 5x4 plate is 5' wide x 4" long A 6x8 plate Is 6' wide x 9* long Slots tholcal run parallel to the plate length specified. Double cuts on web members shall meet a[ the centmid of the webs unless otherwise shown. Connector plate sixes we minimum sizes based an the forces shown and may need to be increased for certain hand- bng and/or erection stresses. Thu tracts is not to be fabricated with fire retardant heated m luber unless otherwise shown. For additional information on QmlUy Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Installing h Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundlby, delivery and butallatbn to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb poa- Ition and for resisting lateral forces shall be delgud and Installed by others. Careful hand- ling is essential and eredbn bracing is always required. Normal precautionary action for trusses requies such temporary bracing during installation between tntsses to ovoid toppling and dominobng 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 ■t any time. No loads other than the welghl of the erectors shall be applied to trusses until after s9 fastening and bracing Is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 [mist be able transfer 111 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/252 at Mid -panel # 1 L--0.34" D- 0.05" To-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: ROAK3 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. 57.3 ft W- 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -51 0.92 4- 3 -22 0.77 TI: P 9TY:2 ... ===___=====Joint Locations=====__________ 1) 0-10- 5 3) 7- 3- 0 2) 7- 3- 0 4) 0-10- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 7- 1-12 156 Ill -356 TOP PIN 0- 4- 0 311 135 -472 BOT PIN 7- 1-12 83 0 -42 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 472# Support 2 356# Support 3 42# I, 7-3-0 l 21 4.00 0-4-3 i ,Allach with. (a) 16d1 'ruf:�Nakls 2.00 0-8-0 DQ 6-7-0 lr 4 3 311# 8.00" 157# 2.50" 1-7-2 84N 2[501. 7-3-0 (R1-7-0) C/L: -I-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6513 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Defign: Matrix Analyrfr WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: staring shown on this drawing is not erectlon bracing, wind bracing. portal hnMg 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 tnua members only to reduce buc" 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). (Russ Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.-i EE-LOKUOBAROAK3 Eng. Job: WU KUAKJ Dwg: Truss ID: P Dsgnr: ECII Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 735 - I 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 v a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a ape. clflc project and accepts no raponsmWty or exercises no control with regard to fabrica- tion, handling. shipment and nstngatlon of miss_. This truss mhas been designed u an Individual building component in accordance wltt ANSI/7PI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Buildng Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design Imdlnp shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss 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 properly applied rigid cegng, they should be braced at ■ maximum spacing of Id-0' o.e Connector plates stall be nuinufactured from 20 gauge hot dipped plvanbed steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revlew this drawing to verify that this drawing b In conforrnanee with the fabricator's plans and to realize a continuing rapom1bility for such veri- ficatlon. Any citsempancles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gran. 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 shag be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is (r wide x 8' long. Skis (holes) run parallel to the plate length specified. Double cuts on Web members shag meet at the centmid of the webs unless otherwise shown Connector piste sluts are minimum saw based on the forces shown and my need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional nfonm itlon on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection remmmendatlons are to be followed inaccordance with 'Handling Installing A Bracing". HI8-91. Trusses are to be handled with particular care during banding and bundling. delivery and trstsgaticn to awed damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. itlon and for raising 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 tr sses to amid toppling and dominoing. The supe"lon or erection of Uxtssca 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 design Inds shall not be applied to trusses at any tune. No Inds other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: ROANOKE K 3 AC: IOs UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 80 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" Dma-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB a 1.15 0-8-0 WO: ROAK3 . WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite 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, Her 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L. 57.3 ft W. 4.2 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.41 4- 3 -14 0.31 TI: A ATY:2 ..... _------- =Joint Locations—.== 1) 0-10- 5 3) 4- 3- 0 2) 4- 3- 0 4) 0-10- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 91 80 -235 TOP PIN 0- 4- 0 212 107 -398 BOT PIN 4- 1-12 49 0 -31 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 235# Support 3 31# 4-3-0 L 1 - - 2 0 213# 8.00" 1-7-2 16 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Du4n: Mxr& Anafyrfr 1-2-0 0-7-3 2.00 I 91N 2.50" 4-3-0 50# 2 �0m' C/L: 4-1-12 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a par of the building deslgn and which must be considered by the building designer. Bractg shown b for lateral support of truss members only to reduce buckling length. Provslons must be made to anchor lateral bracing at ends and specified lomtdom determined by the buildng designer. Additional brsrdng of the overall structure my be requited. (See HIB-91 of 7P0. rRuss Plate Institute. 7PI, b located at 583 D'Onofrio Drtve. Madison, Wisconsin 537191. JOB PAIN: C:I7EE-L0KU0BSIR0AK3 Allach with (3) 10d'I've-Nails Attach with (' 10d Toe -Nails scale = 0.9442 Eng. Job: WO: ROAK3 Dwg: Truss ID: A Dsgar: ECH Chk: Date: 10-05-02 TC Live 16.0 psr DurFae - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf :0 .05.02- 7355- 81 HCS: 08.20.02 DESIGN INFORMATION This design is for an IndMdual building component and has beers based on Wormtion 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 taus deslgner by the client and the correctness or accuracy of this Infornation as It may relate to a spe- cific project and accepts no respomlbdtty or uereves no central with regard to fabrica- tion, handling. shipment and Installation of trusses This thus has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design badknp shown must be chocked 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, tress has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottorn) 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 t0'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabric"tion, the fabricator shall review this drawing to verify that this drawl" is in conformance with the fabricators plans and to realize ■ continuing responslbWty for such vert- flcatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots at distorted gain. 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 8x8 plate Is B' wide x 8' long. Slats (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 slurs ere mintrnum sizes based based on the forces shown end may need to be increased for certain hand- 0ng and/or erection stresses. This tna_v is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with'Handling Installing A Bractrig', HIB-91. Trusses are to be handled with particular care during banding and bundling. deUvery and Wtallation to avoid damage. Temporary and pertna tent bracing for holding lasses in a straight and plumb pos- Ilbn and for resisting lateral form shall be dnlgned and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requlres such temporary bracing during installation between trusso to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the Wtallation of trusses. Professional advice shall be sought If needed Concentration of construction Inds greater than the design loads shall not be applied to Insses at any time. No bads other than the weight of the erectors shall be applied to tntsses until after all fastening and bracing is completed. J3:.:OANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDSt 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if. necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 302# Support 2 43# Support 3 7# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 1-4-7 T 0-4-3 1 WO: ROAK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 57.3 ft W. 1.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 99 0.04 4- 3 -2 0.01 TI: R ATY:2 =__=====Joint Locations=== ==__ 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 7- 0 16 118 -43 TOP PIN 0- 4- 0 154 -51 -302 BOT PIN 1- 7- 0 13 0 -7 BOT H-ROLL 1-84 Attach with (2) 1 2 lOd Toe -Nails 4 00 0-8-14 Attach with (2) 10d 'foe -Nails 2.00 0-8-0 Plate Height 1-04 = 0-2-1 �4 3 155# 8.00" 16# 2.50" le 1-7-2 Die1-84 13# 2.5 " (" (RI-7-0) C/L: 1- -0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32788 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. Additional bracing of the overall structure may be required. [See HIB-91 of TPa. firusa Plate Institute. TPI, is located at 593 D'Onofrto Drive, Madison, Wisconsin 53719). Dwg: Dsgnr: ECH Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5329 Truss ID: R Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Derign: Matrix Analysis JOB PATH: C:ITEE-L0KV0BSI80AK3 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 responsmWty for damage as a result of faulty or Incorrect information. spm1fications and/or designs furnished to the truss designer by the e0ent and the correctness or accuracy of this Information as It may relate to a ape. cdnc project and accepts no responsibility or exercises no control with regard to fabrtcr- tbn, handling, shipment and Installation of muse. This truss has been designed ss an IndMdml building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Bullding Designer (registered arehlieci or professional engneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local cllmatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. any braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied ngld ceWng, they should be braced at a maximum spacing of 10'-0' o.e Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS774 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 fabrt=toes pl+rs and to m aline a cont nutng responsibility for such ved- ficatbn. 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 bnrtng. Con- 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 US plate is 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 sires arc minbnum'slze based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional 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 Inslaling 6 Bneing'. 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 tntsae in a straight and plumb pos- Ition and for misting lateral forces shall be designed and installed by others. Careful hand - Ong is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during iota tatlon between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control of persons experienced in the tnstallallon of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No Inds other than the weigh of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/815 at Mid -panel # 1 L=-0.07" D= 0.01" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE IAAD DEFLECTION: T= 0.00" RMB = 1.15 3-2-3 04-3 i I WO: ROAK3 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 tmsltiple 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. Encl L. 57.3 ft W. 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -47 0.57 4- 3 -24 0.43 TI: S ATY:2 _________=====Joint Locations=====__________ 1) 0- 5- 5 3) 4- 8- 8 2) 4- 8- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 101 136 -260 TOP PIN 0- 4- 0 205 183 -371 BOT PIN 4- 7- 4 55 0 -41 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 371# Support 2 260# Support 3 41# 4-8-8 Ilk 1 2 3.00 I 0-8-0 i/ 4-0-8 L 4 3 206a 8.00" 102N 2.50" 1. 1-1-9 0.1.3 4-8-8 55# 2 50" (R1-1-7) C/L: -74 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg` y CONTRACTOR. BRACING WARNING: Dsgnr: ECH Chk: TC Live 16.0 psf 4005 MARONDA WAY Bracing shown on this drawing is not erection bmcing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SA N FORD, FL. 32771 which is a part of the building deign and which must be considered by the building designer. Bracing is for lateral truss buckling Length. BC Live 0.0 psf (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of mma e overall structure y be required. (See HIB-91 ofTPI). • BC Dead . 100 f Ps LICENSE #0050068 rhos+ Plate Institute. TPI. b looted at 583 D'Onofno Drive. Madison. Wisconsin 53719). IOD5 VANNFSSA DR.OVIEDO.FL32766 TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (2) im Toe -Nails scale = 0.6603 Truss ID: S Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrix Analysis JOB PATH: C:ITEE-L0KU0BSIR0AK3 HCS: 03.20.02 DESIGN INFORMATION Ths design s far an Individual building component and has been based on tnfonnatlon provided by the client. The designer disclaims any responsibility for damage as a result of faulty or Incorrect Information, specifications and/or deigns furnished to the InLv designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ctflc project and acceps no responsibility or exercise no control with regard to fabrlcn- Uon, handling, shipment and installation of trusses. This truss has been deigned as an IndMdual 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 Imptered archilect or professional engneed. 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 code. local clbnatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been deigned for storage or occupancy Inds. The design assumes compression chords (top or bottorn) are cominu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid eelkng, they should be braced at a maxlmum spa" of 10.0' o e Connector plate shall be manufactured from 20 gauge hot dipped galvanimd 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 confornana with the tabncatafs plans and to mattze a continuing responsibility for such veri- flcation. Any discrepancies are to be put In witting before cutting or fabrication. Pule shall not be installed over knotholes. knos or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both fan of the taw with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A Bx8 plate is B' wide x 8' long. Slots Opole) run parallel to the plate length specified. Double eus an web members shall meet at the centroid of the webs unless otherwise shown Connector plate slzes are minimum size based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This taw is not to be fabricated with fire retardant treated ,—her unless otherwise shown. For additional Information on Quattly Contra] refer to ANSIfM 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Brach('. HIB-91. Trtwe are to be handled with particutar can during banding and bundltng. delivery and hssllaUon to avoid damage. Temporary and permanent bracing for holding trusses In a stralghl and plumb pos- Itlnn and for ressLing Lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing s always required. Normal precautionary action for tr sacs requires such temporary bracing during InstalLatlon between trusses to avoid toppling and dominofng. The supervision of erection of trusses shall be under the control of persons experlented in the tnstnllatbn of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the delgn bads shall not be applied to trusses at anb y time. No ads other than the weight of the erectors shall be applied to Ituses until after oil fastening and bracing is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide ad to drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. MAX LIVE 14M DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLrod per ASCE 7-98, C&C, V. 125aph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 57.3 ft W. 3.3 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 0 0.17 4- 3 0 0.04 3-0-0 Ilk 1 2 3X4 3X4 2X4 3X4 L 3-4-0 k '14 3 110# 8.001, 110N 8.00" le 3-0-0 GABLE STUD PLATES (8) 2X4 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 VANNFSSA D0.0VIEDO.FL32768 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 bmcing or similar bracing which s a par of the building design and which must be considered by the building designer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rruas Plate Institute. 7PI, is located at 583 D'Onofrio Drive. Madison. Wsconsh 53719). TI: S 1 9TY:2 ..... =========Joint Locations =====__________ 1) 0- 0- 0 3) 3- 4- 0 2) 3- 4- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 109 0 -123 BOT PIN 3- 0- 0 110 0 -123 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 123# Support 2 123# 3-0-0 Studs Q 2-0-0 o.c. scale = 0.7000 Eng. Job: Dwg: Truss ID: S1 Dsgar: ECH Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7358- 9' Design: Mmrix Andfyfit JOB PATH: CATEE-LOWOBSIROAK3 HCS. 08.20.02 DESIGN INFORMATION This design is for an Indtvidual building component and has been based on Information provided by the client. The designer disclaims any reaporumWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the corrcctness or Accuracy of this Information u It may mute to a spe. cloc project and accepts no responsmWty or exercises no control with regard to fabrica. Uon. handling, shipment and Installation of trusses. This truss has been designed m an individual budding component in accordance with ANSI/'IPI 1-1995 and NDS-97 to be Incorporated u pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadinp shown must be checked to be sure that the data shown are in agreement with the local budding codes. loco) climatic records for wind or snow Inds. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly appUed rigid ceding. they should be braced at a maximum spacing of 10-0' o.c. Connector plates shall be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- flcallon. Any discrepancies art to be put In waling before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with ads fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 50 plate is 5' wile x 4' long. A dx8 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 centroid of the webs unless otherwise shown. Connector plate sir= are minbnum at= based on the fortes shown rand may need to be Increased for certain hand- Ifng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Qualfty Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection tecon ntendatlons are to be followed In accordance with "Handling lmt,mng & Bractng. HIB-91. 'musses ate to be handled with particular core during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding teases In a straight and plumb pos- Won and for resisting lateral form shad be designed and installed by others. Careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to amid Lappwi and dominoing. The supervision of e:ectbn of es trussshad be under the control of person 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 tresses 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: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 98 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L=4.02" D- 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te 0.00" RMB - 1.15 2-6-3 04-3 4 WO: ROAK3 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, 1bcp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 57.3 ft W= 3.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -17 0.22 TI: T ATY:2 ==____= _ -Joint Locations_______________ 1) 0- 5- 5 3) 3- 4-. 8 2) 3- 4- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 72 98 -190 TOP PIN 0- 4- 0 162 132 -296 BOT PIN 3- 3- 4 39 0 -29 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 296# Support 2 190# Support 3 29# I3-0-8 k 1 i� 1-4-5 0-8-2 3.00 I 0-8-0 2-8-8 4 3 162N 8.00" 73N 2.50" 1-1-9 34-8 40# 2 50" (R1-1-7) C/L: -3-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bmcLn& 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. Pmovhlom must be made to anchor Mend bracing a ends and specified loeatlona determined by the budding designer AddiUonal bmcing of the overall suucturc cony be regWred. (See HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wiscomin 53719). Attach with (3) 10d Toe -Nails Attach tvith (2) 10d TDe-Nails scale = 0.8355 Dwg: Dsgnr: ECH Chk: Truss ID: T Date: 10-05-02 TC Live 16.0 psr DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7360- 9, Desiln: Matrix Analyrit JOB PATH: C:17EE-LOKUOBSIROAK3 HCS: 08 20.02 JIB: ROANOKE K 3 AC. 109 UPLIFT D.L. WO: ROAK3 WE: DESIGN INFORM This design Is for an Indlvldu component and has been has provided by the client. The de any respomththry for damage fat'try or Incorrect Inforrnatbt slid/or designs furnished to a by the client and the correctn of this Informallon as it may i clflc project and accepts no n exercises no central with rep Unit, handling, shipment and tnrsan This thus has been Individual building eomponen ANSI/rPl 1-1995 and NDS-91 as pan of the building design Designer (registered architect cngn-rl. When reviewed for bidddLng designer, the design must be checked to be slue it are In agreement with the be local cWnatic records for wind project specifications or speck Unless shown, truss has not I storage or occupancy bads 1 campresalon chords (top or hr ously braced by sheathing unl specified. Where bottom char not folly braced laterally by a rigid ceding, they should be bi maximum spacing of 1o'-o• o. plates shall be manufactured dipped galvanized steel meeth Crude 40, unless otherwise at FABRICATION N( Prior to fabrication, the fabric 'this drawing to verify that Ihb conformance with the fabriral realize a continuing rnponsW fleation. Any discrepancies at wnlutg before cutting or fabrl Plato shall not be installed a knots or distorted goon Men for light fitting word to wood I nector plain shall be located the anus with twlb fully babe sym. about the joint unless of 5x4 plate is W wide x 4- long. wide x 8- long. Slots Ihoksl r the plate length specified. Do members shall meet at the ca unless otherwise sham. Con are minimum sizes based on I and may need to be Increased Ling and/or erection stresses. to be fabricated with floe retar lumber unless otherwise show lnfannatlon on Quality Coma ANSI/TPI 1-1995 1TI ON building d on information Igner disclaims as a result of speculations e truss designer is or accuracy We to a spe- ponsfbWry or 1 to fabrics- utnUatlon of eslgnod as an in accordance with to be Incorporated y a Building r professional ppna al by the adings sho m It the data shown building cod-, fir an— loads. applied Inds. :en designed for ie design assumes Lam) am continu- so otherwise s In tension are mperty applied ced at a Connector om 20 gauge hot ASTM A 653. for shall review drawing is In es plans and to Ity for such ven- to be put In tbn. .r kncxholc3. eats shall be cut mrtng. Con. n both faces of ded and shall be erwise shown. A N US plate is (- a parallel to Me cuts an web .roll of the webs ector plate Barn e form shown or certain hand- rhb thus is not not treated . For additional refer to PRECAUTION ARYINOTES AB bracing and erection endatlom are to be followed In accordance h "Handling Installing d Bracing, IIIB-91. rrusses arc to be handled with particular can during handing and bundltng, delivery and Ins Balbn to amid damage. Temporary and pens nent bracing for holding Inrsso to a stmig(t and plumb pos- ttbn and for resisting lateral to res shall be designcdandinstalledbyathem Careful hand. ling is essential and erection b icing isalways required. Normal precautbrm action for trusses mqutres such tempora y bracing during Installation between trusses to avoid toppling and dominning The supervlsl n of erection of trusses shall be under the con I of persona experienced In the Wtallatlon f t"'ses. Professional advice shall be sew ght d needed. Concentration of construction ds greater than b the design ads shall n be applied to Inmes of any time. No toads 4her than the weight of the crectom shall be ppUrd to trusses until after all fastening mad bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 58 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L. 0.00- D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.001 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on nwltiple 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. 57.3 ft W= 2.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -19 0.11 4- 3 -10 0.07 TI: U 9TY:2 ' =Joint Locations=====__________ =1) 0- 5- = 5 =5 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 5 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11- 4 44 58 -116 TOP PIN 0- 4- 0 118 77 -216 BOT PIN 1-11- 4 23 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 116# Support 3 16# 2-0-8 1 2 6 0000 1-0-5 0-4-2 4 3.00 I 0-8-0 1-0-8 I 4 3 119# 8.00" 44# 2.50" in 1-1-9 sj 2-0-8 24# 2. ores EXCEPT AS SI1OWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports �M_ aronda Systems 4005 MARONDA WAY SANFORD. Ft.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFMA DR OVIEDOXI-32788 Desitn: Matrix Analysis Attach with (2) 10d Toe -Nails Attach with (2) 10d fur -Neils scale = 1.1370 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: ECH Chk: WO: ROAK3 Truss ID: U Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a 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 BC Live 0.0 psf O.C.Spacing: 24.0" P g• made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall suuetum may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI g rltuss Plate Institute. TPI, is located at 50 D'Onofdo Drive. Madison. Wisconsin 53719). Code DesC: FLA TOTAL 33.0 psf V:09.05.02- 7361- 9: JOB PATH: C:17EE-LOKVOBAROAK3 HCS: 03.20.02 I su. fcvnfwnc n o ^%—. lu8 urLirf U.L. W11• RC3AK3 WF• n• v I e%rv•n DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_________====,joint Locations-______=______ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of lmlltiple loads. 1) 0- 0- 0 3) 0- 9- 0 component and has been based an tnfomnstion Shim or wedge if necessary to achieve full All COMPRESSION Chords are asslmned to be 2) 0- 9- 0 4) 0- 0- 0 provWed by the client. The designer disclaims any responsibility for damages es a result of bearing. continuous) braced unless noted otherwise. Y ----MAX. REACTIONS PER BEARING LACATION----- faulty or incorrect lnformallon, specifllatlons WnclLod per ASCE 7-98, CBC, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furmishedtothe trussdestgner PROVIDE UPLIFT CONNECTION PER SCHEDULE, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 80 38 -101 PIN by the client and the correctness or accuracy Support 1 101# Bld Type= Encl L. 57.3 ft W. 0.8 ft Truss 0- 8- 4 21 0 -84 H-ROLL of this information u It may relate to a ape- Support 2 84# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf . project and accepts no responslbwty or exerctses no control with regard to fabrica• MAX LIVE LOAD DEFLECTION: Impact Resistant Covering end/or Glazing Req ton, shipment and s of L/999 es. This, lrussn. 7Tns truss has been designed as an d designed L= 0. 00" D= D . DO^ T= 0.00" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION, 1- 2 -7 0.02 4- 3 -21 0.03 ANSI/TPI 1-1995 and NDS-97 to be incorporated T. 0, 00" as pan of the building design by a Building MAX HORIZONTAL LIVE IOAD DEFLECTION: Designer [registered architect or professional T. 0.00^ engineer). When reel w d for approval by the building designer. the design loadings shown RMB = 1.15 must be checked to be sure that the data shown arc in agreement with the local building codes• local climatic records for wind or snow loads• project specifications or special applied bads. Unless shavn, truss has not been delgrned for storage or occupancy loads. The design assumes Attach W with (2) compression chords (top or bottomre ) acontinu• L 0-9-0 L 1 Od Toe ously braced by shenthing unless otherwise �1 -Nails ( specified. Where bottom chords in tension are 11 2 not fully braced laterally by a property applied rtgd eating. they should be braced at ■ maximm , spacing of la-0- a e. Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that [his drawing is in conformance with the fabricators plans and to reall, a conllnuing responsibility For such Vert- illation. My discrepancies are to be put in writing before culling or fabrication. T 1 0-8-9 Plates shall cal be Uulalled over knotholes. knots or distorted grain. Members shall be cut 0-4-5 / for light fitting wood to woad bearing. Con- nector plate shall be located on both faces of 1-2-7 ' the iu s with mLLs fully imbedded and shall be sym. about the joint unless otherwise shown A 50 plate Is 5' wide x 4- long. A 6x8 plate Is (i 3X4 wide x 8' Long Slou (holes) run parallel to Attach With (2) the plate length specified. Double cuts an web 1 Od 'foe -Nails members shall meet at the eentrotd of the webs unless otherwise shown. C^mmector plate sies 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 Wormation on Qmllty Control refer to ANSI/TPI 1.1995 0 0-8-0 PRECAUTIONARY NOTES --0 All bracing and erection recommendallons an 'Handling Plate Height to be followed in accordance with Instating d Bracdne. HIB-91. Trusses are to I = 0-0-4 be handled with particular care during bonding - 4 1gZ0 3 and bundling, delivery and InstoOallon to avoid SON B.00nr 21N 1.jOnn damama damage. Temporary and permanent bracing I 1-1-9 for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be I ° elks 0-9-0 designed and installed by others. Careful hand- ling is essenllal and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 le required. Norval precautionary action for se = 1.7471 truss reqion bet such ntin us s to amid ingtop during Installation between trusses to avid toPPwi • WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : of and daminoing. The supervision control of iwses andil be under the on of parsons JL=Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss I : V of experienced in the installationalbeso of t If e. Professional advice .tau be .aught it needed CONTRACTOR. DS dtr: g ECI I Chk: Date: 0-05-02 Concentration of construction loads greater than the destgn loads shall not be applied to BRACING WARNING: 4005 MARON DA WAY TC Live 16.0 psf DurFa - Lbr: 1.25 trusses at any time. No loads other than the be to SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing• wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFa - PIt: 1.25 weight of the erectors shall applied truss, until after oil fastening and bracing 321-OO(A Fax which is a pan of the building design and which must be comtdercd by the building designer. Bracing shown Is for lateral support truss to BC Live 0.0 O,C, S aefn 24.0" g is completed. (407) (407) 321-3913 TOMAS PONCE P.E. of members only reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified location determined by the building designer. Additional bracing the be BC Dead psf 10.0 Desigr Criteria: TPI LICENSE #0050068 of overall structure my required. ISee HIB•91 ofTPll. (Truss Plate Institute. TPI• is located at 593 D'Onafrio Drive, Madison. Wisconsin 53719). psf Code ese: FLA 1005 VANNFSM DILOVIEDo.FL37766 0 TOTAL 33.0 psf V:09.0 .02- 7362- 94 Deign: Marnt Annfysis JOB PATH: C-ITEE-LOKLrfrffxlRQSK3 TICS: 03.2.02