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307 Fairfield Dr 04-2925 CO
PERMIT ADasal ;w r CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 PHONE NU] CRC 058496 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR 1uQ MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION It ler(i L*ts PERMIT # py Z. ? QS DATE d V PERMIT DESCRIPTION, PERMIT VALUATION SQUARE FOOTAGE c) v IMM 7.,> �44�0{IDP p City of Sanford Certificate of Occupancy This is to certify that the building located at 307 Fairfield Dr for which permit number 04-2925 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 03/23/05 Engineering: D. Richards 03/23/05 Public Works: J. Crumpton 03/23/05 Utilities: R. Blake 03/23/05 Fire Department: Zoning: Maronda Homes � yy-� 03/25/05 Property Owner Building Official Date CERTIFCATE OF OCCUPANCY e REQUEST FOR FINAL INSPECTION S u5 * * * * Single Family Residence**** DATE: 03/22/05 PERMIT #:' 04-2925 ADDRESS: 307 Fairfield Dr CONTRACTOR: PHONE #: Maronda Homes 321-689-2223 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. nginee ' 3 z3 nf-- ❑Fire ❑Public Works ❑ Utilities ❑ Zoning ❑ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: **** Single Family Residence**** 03/22/05 04-2925 307 Fairfield Dr Maronda Homes 321-689-2223 CINPIETE, 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. ❑ Engineer ublic W O Utilities ❑ Fire ❑Zoning O Licensing CONDITIONS: (TO BE COMPLETED ONLY T APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY ' REQUEST FOR FINAL INSPECTIONS r w o I I I 1 1 I 1 * * * * Single Family Residence* * * * W 1 1 I 1 1 1 1 1 1 I r I 1 • DATE. 03/22/05 r I I PERMIT #: 04-2925 �. 11 1 ADDRESS: 307 Fairfield Dr I y V � �. r•� r; �7 C:7 1 CONTRACTOR: Maronda Homes � �:.�' a, PHONE #: 321-689-2223 w 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 ❑Public Works tiliti PR 6l 2 3 ❑ Fire ❑ Zoning ❑ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 3/23/05 15:27:41 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. S=View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 271245 307 FAIRFIELD DR Free -form information 3/4"RC METER SET FEE $190.00 PD 8-30-04 REC#7148 F2=Address F3=Exit F5=Special Notes F12=Cancel LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 3/23/05 15:27:10 Location ID . . . . . . . 269515 Parcel Number . . . . . . 32.19.31.516-0000-0040 Alternate location ID . . Location address . . . . . 307 Primary related party . . Type options, press Enter. 5=View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES FAIRFIELD DR Free -form information CELERY LAKES, PHASE 2 SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2925 PD 8-27-04 SEE REC#7148 3/4"WA METER SET FEE $190.00 PD 8-30-04 REC#7148 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 IV,, A c-H 9 , 2005 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Flofida 32771 Re: Lot �� Celery Lakes Phase 2; Plat Book 65, Pages 29 and 30; Public Records of Seminole County, Florida. aka: 307 �,glg?a o Sanford, Florida 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 Sanford Building Code. T __-_-C_11_.. 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 Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION I For Insurance gcmpany Use: BUILDING BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 307 �A�2�iE� p2i✓E CITY STATE ZIP CODE 'Ai-oi2/10 4 3277/ PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 4 C6t E2Y LAKES ? • --S P.cs_ 29 Awo 30_ NG USE (e.g:-Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: (J GPS (Type): or ##.##!##!F°) j8 NAD 1927 U NAD 1983 iJ USGS Quad Map No Other R_OeV.40 OLAT SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME 63. STATE GiT>' o� S�9it/ o p /Z02.9 SEMi.�otE �_ovR/Ty =Go�2/Or9 B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER r , E DATE 1. EFFECTIVE/REVISED DATE ZONES) (Zone AO, use depth of flooding) - I /Z//7C S Aw,/7, /955 Ake&_ /7 /995 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. I FIS Profile I_J FIRM J_J Community Determined JJ Other (Describe): ��fl B11. Indicate the elevation datum used for the BFE in B9: In NGVD 1929 JJ NAVD 1988 1J Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area qr Otherwise Protected Area (OPA)? I I Yes Jil No Designation Date:_/A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: L_JConstruction Drawings' JJBuilding 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, V1-V30, 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 N6AP1929 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? I_l Yes No 18 a) Top of bottom floor (including basement or enclosure) 2 9 - 6_5ft.(m) ❑ b) Top of next higher floor VIA _ ft.(m) D ❑ c) Bottom of lowest horizontal structural member (V zones only) N�,q _ ft.(m) • d) Attached garage (top of slab) Z 9.07�1.(m) E g 2 2 • e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area.&CCutP) ZS.97 ft.(m) C �% 6 f) Lowest adjacent (finished) grade (LAG) z' N ■ g) Highest adjacent (finished) grade (HAG) ZB_9 ft.(m) %tt ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade N�A O i Total area of all permanent openings flood vents in C3.h �— s P( ) � q. in. (sq. cm)' SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This' certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code Section 1001. CERTIFIER'S NAME LICENSE NUMBER 5779.t/[ Y E - 7/7W Psn�1, Alb 3736 TITLE COMPANY NAM /�i265/06it/ T n/77y'P124,r- /1 C)4!._ r Sd�✓EYi litic . ADDRESS PO CITY OE�NQ FSTATE GevIvow ZI3Z72V SIGNATURE DATE TELEPHONE 9 2.0o5 386 - 73 — O FEMA Form 81-31, See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from!5ectfon A- For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Pbrcy Number 307 1_*1_,4/1e1'=/_Z.Z> 4__3'zi r/6 cITYSTATE L��N`O/ZO a,2/V� 321P CO77� I any NAIc Number 1 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/oompany, and (3) building owner. COMMENTS Check here if attachments SECTION E -BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For -Zone AO and Zone A (without BFE), complete Items E1. through E5. If the Elevation Certifi" is intended for use as supporting information fora 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 LL1 ft. (m) I_LJ in. (cm) L1 above or . J below (check one).tfte 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 I I I ft. (m)1_LJin. (cm) above the highest adjacent grade. Complete Items C3.h and C3.i on front of form. E4. The top of the platform of'machinery.and/or equipment servicing the building is •)J-J.ft. (m) LjJ in. (cm) L_I above or.LJ below (check one) the highest adjacent grade. .(Use natural grade, if available.) E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the communitys floodplain management ordinance? 1 I Yes I I No I I Unknown. The local official must certify this information in Section G. SECTION F.- PROPERTY OWNER (OR.OWNER'S REPRESENTATIVE) CERTIFICATION ' The property owner or owner's authorized representative who completes Section§ A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -issued BFE) or zone AO must sign here. The statements in Sections A'; B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATNE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS LJ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Thy jocal official who is authorized by law or ordinance to administer the communitys floodplain management ordinance can complete Sections A. B. C (or E), and G of this Elevation "Certificate. Complete the applicable item(s) and sign below. G1. 1J 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 elevatiop data in 'the Comments area below.) G2. 11 A community official conpleted Section E for a 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 community 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 TITLE COMMUNITY NAME SIGNATURE COMMENTS TELEPHONE DATE I I Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit # : d / 5 Date: ;k- Job Address: 302 F'g.'/' A-e l d Lo >L y Description of Work: & a Historic District: Zoning: Value of Work: $ 300 a Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkle AI ✓ Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel M Owners Name & Address: (y (Attach Proof of Ownership & Legal Description) MG1 it fcl�IlJ_✓ -24 S14r—. l3O O FL-3 Yi 11 Phone: Contractor Name & Address: Frio is -sia _.. c, • 4 a a- t(D .SP ++1o.�.c -. � %✓ d a .3 x% a T State License Number: E F DO a 0 9}/ Phone& �/a% frR �l - 3'!r gj Contact Person: Phone: &00' 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. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all ofthe foregoing 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 t may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water anageme districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of FI n Law, FS 713. "~ , Signature of Owner/Agent Date Sign re Contractor/Agent Date I..s RAs se>� 8 Print Owner/Agent's Name Cont for/Agent's Name CD P. Signature of Notary -State of Florida Date Sig ture of Notary -State o lorida Dat a Zg s� o Owner/Agent is— Personally Known to Me or Contractor/Agent is Z Personally Known to Me or h�t Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD REVISION (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER:04-2925 ADDRESS:307 fAIKfIELD PPJVE I.OT- 4 C.EI y I-AKES P1tASE 2 CONTRACTOR: Maronccla homes InC,., of floricla CONTRACTOR FAX: #07— 6 6 If —0853 DATE SUBMITTED: Tvesola j, Januarl 15, 2005 INFORMATION SUBMITTED (SHORT DESCRIPTION) PI -EASE SF.E• AT FAGftE fOK R97-VIFW ArNP APPROVAL-. CITY OF SANFORD JAN 19 2005 RECEIV 0 J.WF� MARONDA SYSTEMS INC., OF FLORIDA 1/12/2005 4:19 PM ORDER TAKEN BY: TERRY TYPE OF ORDER: TRUsti RtrrAlm PERSON ORDERING:JASON PO#: PAGE 1 PLAN JOB # LOT ADDRESS DIV/SUB MODEL 307 COVK4 6CL00402 4-2 FAIRFIELD ORO-CEL LEFT DR QTY SHIPPED QTY ORDERED INV. ITEM DESCRIPTION (2) COPIES OF RAISED SEALS DELIVERY NOTES: REASON: 1V�aronda Systems MARONDA SYSTEMS 4005 Maronda Way DATE; January13, 2005 TO: Building Department FROM: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida #50158 Subject: Truss Repair Loth San/'orcd FL 32771 (407) 321-0064 Fax (407) 321.3913 07 COVK4 4-2 FAIRFIELD ORO-CEL LEFT DR Issue : Truss "A "broken web 3 - 10 ( -656# ). Resolution Scab both sides at web with 2" X 4" X 6' - 0" pitch cut to match top chord @ joint 3. Nail off with 16d common nails @ 3" O.C. Sincerely, Elmer Vie Bergman, P.E. Date: 1/13/05 E.W.B. /A.N. BERG �\GENse, % s No. 5�0158 STATE OFdo �- "/k/mill I 611100t\,r ti !PNS Rol/1r �rlar CITY OF SANFC)R, Permit # : i' �� 7 Job Address: Description of Work: Sinele Family R CITY OF SANFORD PERMIT APPLICATION 451) Historic District: Zoning: Value of Work: Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 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.450lhAltamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd StdM 51470MIAolte S rin s FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Pers u ' )r"'no1XW Phone: (407) 659-3719 Bonding Company: Address: V,IRV Mortgage Lender: ; n Address: Architect/Engineer: Tomas Ponce r Phone: (407) 321-0064 Address. 4005 Maronda Way Sanford FL' 27: j = z \ :.*t� Fax: (407) 321-3913 � ��.t_a.... - •yam Application is hereby made to obtain a permit to do'A%R_ Wad and i to I' t)rs di I . certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to m6*314tandards of �a I mg construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SI•( Vr ', ELLS, 00 FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the forego "` rmation is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YO FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. JUN 14 2004 Signatu L f Ow /Agent Date Russell Keith Summers Print Owner/Agent's Name JUN 1 4 2004 Signature of Notary-Sta of Florida Date i1./1lIR1E PEL I EGRINO r Ca wW 000Z32W4 .' p Ett m 7/1&2W? +� Borrow uru (BW)4324254= _ taw fbrloe Notary Assn.. Inc ... O�t1Cr/,Aienf ...rs _X' peisona(fyWNV; to Me or _ Produced ID j< e:-- 1-4-2004 igna re of C tractor/Agent Date L�r Ct Russell Keith Summers Print Contractor/Agent's Name '10"ZaXZJUN 14 2004 Signature of Notary -State f Florida Date LAUME PELLEGRINO r � Corrine 000232W4 E pm 711&2007 ® 9W"d tetra (8W)=-4254 Ftatoa Nmry Assn.. Inc s CotiueotOrXhgenetis•••9t"••PAFSbN1111` fWown to Me or Produced ID APPLICATION APPROVED BY: Bld ? 2 0• Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Lf 9 .d cr HT /1::*n nv rTrvAU;r, 2 7 sr�rrmrur u//mnI::' I:;- ,^u-���,o n^r �� \ � m|T| nl�wn nF;�m� u� n�n �^ ' Ty N rn/�wry w//mnF.n. |Iw7r Anner��,���J^� -° -�-*~ x rF1'AT[" 7O1%11::', .nx:'%'TRDT TnNv C`^/.v::,n/,,` �/mn` p/ur -'T�-� r ^rr. '-' ^' """" wrm nuw�n w�m�^ ku unnn���. ������ �^~����' ���^��� ��� x�f uum/�. =����� ����y����~ ������� ��� ������ LAND I ""p 1::." ell i I" n=.c:p TYPE ti�l WORK DFS[RTPTTON, Sinnle Fv I.-Im/ np+�rhpd - [nn�+r//r+io" FEE TYPE BENEFTT DIST RATF SCHEDULE FFF ||N7T RATF pFR # w TY.F TOTA| n||F DFS[' UNIT OF UNI S ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.O0 1 $ 7O5 �)O ROADS ' -COLLECTORS NORTH O dwl unit $- 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit A. $ 54.0O SCHOOLS CO -WIDE O dwl unit $1.384.00 1 $ 1.384.00 AMOUNT DUE $ 2,285.0O STATEMENT ` RECEIVED BY: DuctSIGNATURE (PU��SE PRINT NA�F) -- �� ~-~' -- - - �= NOTE T[) |�i'F[]��lVlNn sTnNATnRv/m,P| rcm�T, F�l||o�U�Tn wnTr�v nuu�/;' m.|n ENSURE TIMELY PAYMENT MAY RESULJ TN YO1/R | 7�nIiTTY FnR TH|�FFT' *�** DISTRIB1.11'7nN, 1-[m|wTv 3-cTTy 2-APPLICANT 4-Cn1)NTY **NOTF** PERSONS ARE ADVTSFT) THAT THTS TATEMENT OF FEE� WHTCH ARE �UE AND PAYAR|'F PRTOR TO rnF A nl/7/nrun PERSONS ARE ALSO ADVISED THAT ANY RIGHTR OF THE APPLICANT' OR OWNER TO APPEA| THF [A|c|U�Trnw� nF TuF nnAn' | rneAnY qY�r�m uwn/n' EDUCATIONAL (SCHOOi) JMPACT FFFS M|(ST BF FXFR[TSFD BY FT| lN` A WRlTT1::*N RFD|/FST NTTHTN 45 cmFwn(.*�n DAv5� nF Tu� n�r�rv7w' SIGNATURE DATE ABOVE, BUT NOT LATER THAN nF UCCi|PANCY n| OCCUPANCY, THF RFp||FST FnR nFu7Fm m//RT mFFT TuF �FO||rP��rur� nF T:- COUNTY LAND DEVELOPMENT CODFCOPTFC, OF T*F RiUFn � MAY nF 1:-,7[KFD ||p' nR nFm|F(:,TFn' rPnm ruF p|Aw 7mP/�mFur^rrnu ni::*I::rr�, 11O1 EAST FIRST STREET' SANF0RD' FLORTnA 3?771407A5-7474' PAYIv! FNT xn nF m�nF Tn, c7Tv nI Fnnn Bi/ILnTNn DFPARTMFNT 300 unnTu pAnx AVFN|x� suuFnnn q �r771 PAvnFwT 5:%,*m11n VIP' nv nn mn1\11::*v nnnI::,n uun C%umxn nrrrnrI'll /:7 THE STATEMENT N||MRFR �ND [7TY T/|T|DTwr:. pFRMTT N|{mnFR AT T*F T[)P |FFT nF TuF wnrrrr STATFNFwT TR Vm TD nw/Y TN COw�||wcTTnw m7TH 7Sq|ANcF OF �*�* Fumnv 9/1,1*1nr1\1n LdaHoMmes�aron ===j AN EAS/LY OBSERVABLE BETTER VALUEI 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ® CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 4, 307 FAIRFIELD DRIVE at CELERY LAKES PHASE 2. RUSSELL K&H'SUMMERS, 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 LAURIE PELLEGRINO commtl0002328N E wa7116/2W7 B--W ff. (8W)432-425/7 i................. Florida Notary Assn. Inc Permit # : o I - 0' 13 a` Job Address: CITY OF SANFORD PERMIT APPLICATION t Date: 5 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical _ Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS _ Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 955 Keller Rd Ste 1500 Altamonte Sarines. FL 32714 Phone: 407-475-9112 Contractor Name & Address: WILLIAM T. SELF 4005 MARONDA WAY SANFORD, FL 32771 State License Number: CFC057039 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino . Phone• (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 Ownor.Agent Date Russell Keith Summers Print Owner/Agent's Name Signature of Notary -State of 'da Date ..w�ww.w.0..............'...� LAURIE PELLEC'RINO000�� ConnM ' 9 folded IVIA (ppp)432-4254: ptorM Notary Awn.inc . t m Ownc#kgCltiSY"'X"" (fersonaily.Known to Me or Produced ID V4. 51W Signature of Contractor gent Date WILLIAM T. SELF Print Contractor/Agent's Name �A 5 4 Signature of Notary -State of FI da Date a ............. u. a ... u"................."9 LAURIE PELLEGRINO �� � CarrrM t)011232tt04 F � E�rM 7n0R007 u, Mona. PlOfary Assn., Ire Contr�lW�A�dfR 1!""aC'�'�Persona�iy known to Me or _ Produced ID APPLICATION APPROVED BY: Bldg: F 11.3 01 Zoning: Utilities: FD: (initial & Date) (Initial & Date) (Initial & Date) (initial & Date) Special Conditions: / CITY OF SANFORD PERMIT APPLICATI Permit # : U 9 d _ ate• Job Address n �/11 P �VQ l� 2 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: 407A75-9112 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) 321-391 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities su* as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of t e req ' enisof Florida Lien Law, FS 713 51 a�� 51a� Signature o Own Agent Date SignaPref Contractor/Agent Date Russell Keith Summers GARY CARMACK Print Owner/Agent's Name Print Contractor/Agent's Name ,�-AOAAW, q 4 SIAo Signature of Notary -State of rida Date Signature of Notary -State lorida to Uaj" PEV„EGRIf1O t/ E P� * 0003210 Co.tn+o0003 �, "7ftt1/JlW . az p fllYl� ( y Assn. htt: �t a.... a"'..w........Z . ................. OwheriAgltfHS" dA-- rritonaNy%rtown to Me or Contractor/Agent is _X_ Personally Known to Me or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: 2 Z30Y Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit #: 0 A, f l �1 I n Date: Job Address 0 I (uQ LOT r t' 0 f l0( 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 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 M (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Sarines, FL 32714 Phone: 407475-9112 Contractor Name & Address: DANIEL G PUGLISI 4005 MARONDA WAY SANFORD• FL 32771 State License Number: EC0001663 Phone & Fax: (4071475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-37I9 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 perfonned to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. N TICE: 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. 6)a�� Signatu of Ow Agent Date Russell Keith Summers Print Owner/Agent's Name 51aa-0o� Signature of Notary -State 00023� 9d• rye �7 70160 Bonded 0vu (OW)432-4254 OF w Assn.. Inc i... ..FlorM WON A- ..;..... i Owne'Vjg nt is _X_ Personally Known to Me or Produced ID rgn re of Contractor/Agent Date DANIEL G. PUGLISI Print Contractor/Agent's Name 51-14 .w, Coma 000232M `® E*m 711IS12007 254 Fbrwa Noofy Assn. Inc Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: BIQC-17-3a' Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: FORM 60OA-2001 11 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: COVK42B 4CL02 ADDRESS: 307 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 I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2068 ft' 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 168.0 ft' 0.0 ft' _ b. Default tint 0.0 ft' 0.0 ft' _ c. Labeled U or SHGC 0.0 ft' 0.0 fl' 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft _ b. N/A _ c. N/A 9. Wall types _ a. Concrete, Int Insul, Exterior R=4.1, 1180.0 W _ b. Frame, Steel, Adjacent R=11.0, 278.0 ft' _ c. N/A _ d. N/A _ e. N/A 10. Ceiling types _ a. Under Attic R=19.0, 2158.0 ft' _ b. N/A _ c. N/A 11. Ducts _ a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft _ b. N/A Builder: MARONDA HOMES Permitting Office: C41 1 SC, Permit Number: 0LJ Jurisdiction Number: (o9 I J au 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: 27652 PASS Total base points: 30616 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: JUL - 6' 2004 I hereby certify that this building, as designed, is in compliance with the Florida En gy Code. OWNER/AGENT: DATE: JUL - 6 2004 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. Cap: 40.51cBtu/hr _ SEER: 12.00 _ Cap: 40.5 I Btu/hr _ HSPF:8.20 _ Cap: 50.0 gallons _ EF: 0.92 PT, BUILDING OFFICIAL: PLANS REVIEWED DATE: OF SANFORD 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 Ornt Len Hgt Area X SPM X SOF = Points .18 2068.0 25.78 9596.3 Single, Clear SE 1.0 6.0 48.0 61.07 0.96 2824.3 Single, Clear SW 1.0 6.0 48.0 - 56.99 0.96 2633.3 Single, Clear SE 1.0 8.0 40.0 61.07 0.99 2423.8 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 731.7 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7 As -Built Total: 168.0 9245.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 1180.0 1.18 1392.4 Exterior 1180.0 1.90 2242.0 Frame, Steel, Adjacent 11.0 278.0 1.00 278.0 Base Total: 1458.0 2436.6 As -Built Total: 1458.0 1670.4 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 4.80 96.0 Exterior Wood 20.0 7.20 144.0 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2068.0 2.13 4404.8 Under Attic 19.0 2158.0 2.82 X 1.00 6085.6 Base Total: 2068.0 4404.8 As -Built Total: 2158.0 6085.6 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 208.0(p) -31.8 -6614.4 Slab -On -Grade Edge Insulation 0.0 208.0(p -31.90 -6635.2 Raised 0.0 0.00 0.0 Base Total: -6614.4 As -Built Total: 208.0 -6635.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 2068.0 14.31 29593.1 2068.0 14.31 29593.1 EnergyGaugena DCA Form 60OA-2001 . EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 39541.3 Summer As -Built Points: 40146.8 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) 40146.8 1.000 (1.087 x 1.150 x 1.00) 0.284 0.950 13548.0 39541.3 0.4266 16868.3 40146.8 1.00 1.250 0.284 0.950 13548.0 EnergyGauge"' DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2068.0 5.86 2181.3 Single, Clear SE 1.0 6.0 48.0 10.59 1.02 519.4 Single, Clear SW 1.0 6.0 48.0 11.59 1.01 562.4 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.7 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239.1 As -Built Total: 168.0 1984.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 1180.0 3.31 3899.9 Exterior 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 278.0 2.60 722.8 Base Total: 1458.0 2860.4 As -Built Total: 1458.0 4622.7 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Wood 18.0 5.90 106.2 Exterior 20.0 5.10 102.0 Exterior Wood 20.0 7.60 152.0 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2068.0 0.64 1323.5 Under Attic 19.0 2158.0 0.87 X 1.00 1877.5 Base Total: 2068.0 1323.5 As -Built Total: 2158.0 1877.5 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 208.0(p) -1.9 -395.2 Slab -On -Grade Edge Insulation 0.0 208.0(p 2.50 520.0 Raised 0.0 0.00 0.0 Base Total: -395.2 As -Built Total: 208.0 520.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 2068.0 -0.28 -579.0 2068.0 -0.28 -579.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeSiFlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5565.0 Winter As -Built Points: 8684.3 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) 8684.3 1.000 (1.078 x 1.160 x 1.00) 0.416 0.950 4293.9 5565.0 0.6274 3491.5 8684.3 1.00 1.250 0.416 0.950 4293.9 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.92 4 1.00 2452.52 1.00 9810.1 As -Built Total: 9810.1 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 16868 3491 10256 30616 1 13548 4294 9810 27652 PASS EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge )/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous Infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 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 clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se arate 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. EnergyGauge"' DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.1 The higher the score, the more efficient the home. ELECTRIC, , , , I . New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (RI) 2068 ft' c. N/A 7. Glass area & type Single Pane Double Pane - a. Clear - single pane 168.0 ft' 0.0 fl' _ 13. Heating systems b. Clear - double pane 0.0 ft' 0.0 fl' - a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft' 0.0 fl' _ d. Tint/other SHGC - double pane b. N/A 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft - c. N/A b. N/A _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.1, 1180.0 W _ b. Frame, Steel, Adjacent R=11.0, 278.0 ft' - b. N/A c. N/A _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2158.0 ft' _ 15. HVAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts - PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft - MZ-C-Multizone cooling, b. N/A 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: l� Date. JUL - 6 2004 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER:12.00 _ Cap: 40.5 kBtu/hr - HSPF:8.20 _ Cap: 50.0 gallons _ EF: 0.92 - r"`%% we *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 EPADOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) 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 certif ed Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affai,5Qgrgy6*Wf QVersion: FLRCPB v3.30) PT' - MAY-06-20N 11:03 FROM:NISUS CORPORATION 865+577+5825 TO:4072653751 P,002-,003 • ,.ui;gym'!: y" National Evaluation -Service; Inca 5203 Laasburp P11w, Suite (100, Falls Church, Vlrglnla 22041-3401 Phone: 7034131.2107 • -Fax 703A31-8505 ��_ webalte: www.nsWval.org NATIONAL EVALUATION -REPORT . Report No. NER-617 Copyrfght 0 2001, National Evaluation Ssr*k6; ire: Issued Octaber 1, 2001 SORA-CARED TERMITiCIDE, INSECTICIDE AND The instructions wtthln•this report govern if there are any conflicts FUNGICIDE between the manufacturees published Installation instructions and this report NISUS CORPORATION 100 NISUS DRIVE ROCKFORD. TENNESSEE 37e53 e0o-2"4870 alemftlauscom,22M www.nlsulrcom.com m 1.0 SUBJECT SORA-CAREm Termiticlde, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION SORA-CARE Termiticlda Is used to provide protection against subterranean termites. SORA-CARE Is a Federal EPA registered Termlticlde that Is applied to wood 'surfaces by -spraying; brushing, "and Injections and prevents infestation of subterranean termites. BORA-CARE kilts the terrniten through Ingestion. The active ingredient In BORA CARE Is Dlsodlum Octoborate Tetrehydrate (DOT), which is a mixture of borax and bouts, acid. SORA-CARE utilizes a patented formulatibn of this mineral salt (DOT) and glycols to penetrate end protect the wood, When BORA-CARE is applied to bare wood, It penetrates the wood. and deposits DOT. Dlffucion of BORA-CARE Into the wood continues after application until thereis uniform distribution of the active Ingredient In the wood member. BORA-CARE Is water soluble. When -fresh wood with no sealants Is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member Is psttnitted to be eut after treatment Is complete. 4.0 INSTALLATION 4,1 General 60RA-CARE Termlticlde 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 shall be licensed pest control operators. The manufacturer's 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 BORAZARE Is a conee�'itrate'that must boAllutod with water before use. The dilution rate Is one pert water to one pert BORA- . CARE for ail pretreatment applications. Priorto dilution, BORA- CARE Is a thick Viscous liquid •similar In appeorance to honey. When diluted and mixed, the solution has the same consistency as water, 130RA-CARE Is applied by spraying, brushing, and Infection. BORA-CARE is not a rectrlcted category pesticide, but shell be appllsdby a professlonal pest control operator In accordance with local, state, or federal pest control regulations. SORA-CARE Is clear and odorless. All wood surfaces shall be treated according to label diredlons when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two' foot bend of wood around then pailmeter of a• structure containing a crawl space or basement when the wood comes Into contact with the foundation walls or support piers. TNis treatment Includes the joists, headers. sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the hill plats and two feet up 'on trio wall studs, and wood sheathing. On wood where aceeis Is limited to one or two sides of wood mernbers.such as mills an4 plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes betwerrn applications. Pretreatment Is performed at a point during the construction process when trio greatest access to all wood members Is available. Typically at the dried -In stage of construction when all structural wood and sheathing le In place yet prior to installatlon of Insulation,- mechanical systems,- electrical wlrin_q, and plumbing. 4.3 Protection from Water Since 80RA-CARE Is water soluble, treated wood shall be protected from rain and snow. For tong term protection, exterior surfaces shall be coated with a water resistant point or stain. Interior surfaces exposed to repeated moisture contact, -such as shower stalls, both houses, etc. -shall be protected by a water resistant paint or stain. 779/s report is limited to the specific prodwct and data and teu trporrt twbmitted by the aapppplicant in 14s tip lreation requeirtna this report. No independent trot .Vrrc prrfornxd by the Natrona/ E.daarron SerNct, lac, fNESJ. and NIs rp'nifcally �er flute make any warranty, either ta�rettrd or frrreflied, as to any findtnj or other mower lr this re"Pr or at to arty prodrrl co.rred by this report. TV& ditclalmer includes, but lr oar 11mUed to, merchantablltry. 711s report is also tu0jrct to the lrrnlladon Hired herein, . _MAY-06-2004 11:03 FROM:NISUS CORPORATION 865+577+5825 T0:4072653751 P.003/003 Report No. NER4111 5.0 • IDENTIFICATION Each container of BORA-CAREO Termiticide, insecticide and Fungicide covered by this report shalt be labeled with •the manufacturer's name/and or trademark and this National Evaluation Serviceevaiuduvn7"11'eld identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive IRerature, specifications, and Installation Instructions. 6.2 Test report, lab'test of 90RA-CARE treated wood.end untreated wood exposed 'to -subterranean. termites, Formosan Subterranean Termite and Eastern Subterranean Termite, FL Lauderdale Research a Education Canter,.Universiry of Florida, Document No. GM/ IRP/1504, April 2, 1991, by Nan-Yeo end Rudolf Saheffrahn. 613 Test. report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. 'Lauderdale- Research 8 Education Center, IFAS, University of -Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7:1 fills- Evaluation .Report and..the m inuheture a�„r, published installation instructions, t+rlten raquind Wt1i; code official. shall be submitted at the time of pefTit' application. 7.2 BORAZARE shall be -applied by applicators: trained by t1js jdisus Corporation and shell be licensed pest control operators. 7.3 BORA-CARE shall be Installed In accordance with the manufacturer's published inctialletlon Matrvctions• and this report 7.4 In areas whew a soil tnmtman*arier tarmItlelds . treatment is required by the- applicable code of local code official, 'BORA-CARE Is applied only as a -supplemental pretreatment and Is not a replacement for required treatments or.berrlers. T.5 - BORA-CARE .nve evaluated only for resistance to subterranean tormltes. 7.0 DORA-CARE is water soluble and shall be protected as noted In Section 4.3 above. 7,7 SORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Teat report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7•8 Thla•report -is •subjed .to .re-examination on. a periodic the subterranean termite feeding and tubing near basis. -For Information on the current status of this Gulfport, Mississippi, comWoon ' of treated 'and Evaluation Report, consult the NES Product Evaluation untreated wood•floor joist, Mississippi State Unlvarsity Uating or contact the NES. Forget Products Laboratory,. Terry Amburge-y. . 6.5 Test report, January 1998 Progress Report. 73 months exposure, field evaluation of SORA-CA E treated wood the subterranean termits feeding and tubing near - Gulfport, - Mississippi, • comparison of • treated . sad untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L Amburgey. 9.6 Test report, January 2001 Progress Report, 110 month, exposure, field rrveluatlon of BORA-CARE treated wood the subterranean termite feeding and tubing. near. Gulfport,- Mississippi, • comparison of treated . and untreated wood floor joist. Mississippi State University Forest Products Laboratory, Terry L Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood arid FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburyey and MS: S.V: Pa4h, 7.0 CONDITIONS OF USE The National Evaluation Service Committee rinds that the SORA- CAREm Termiticlde, Insecticide and Fungicide described in this report.complles with or is a aultable alternate to that specified in the 2000 international Building Codem Mnih 2001 Supplement, the 2000 intemetional Residential Co'deCi with 2001 Supplement,- the BOCA National Buading Code/1999; the 1999 Standard BuAding. Codem,' the 1997 Uniform• Sw7ding Code?', • and -the .1998 Intemetlona/ One- and Tbvo- Family Dws/6ng Code subject to the following condllions: 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 DIV/SUB MODEL 6CL00402 4-2 FAIRFIELD DR ORO-CEL COVK4 LEFT COVINGTON K 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Rev" ed Truss ID Run Date Drawing Reviewed No. of Eng. 47 Drawings: Layout 8-14-03 J4 8-13-03 Roof Loads - VT 4-11-01 J5 8-13-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf 1 BC Dead: 10.0 psf HIP 10-20-00 J6 8-13-03 A 8-13-03 J7 8-13-03 Al 8-13-03 VT20 8-13-03 A2 8-13-03 V1721 8-13-03 Total 33.0 psf A3 8-13-03 VT50 8-13-03 A4 8-13-03 VT51 8-13-03 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" A5 8-13-03 VT52 8-13-03 A6 8-13-03 VT60 8-13-03 A7 8-13-03 VI-61 8-13-03 A8 8-13-03 A9 8-13-03 63 8-13-03 134 8-13-03 135 8-13-03 B6 8-13-03 137 8-13-03 138 8-13-03 139 8-13-03 C3 8-13-03 D 8-13-03 D1 8-13-03 D2 8-13-03 F 8-13-03 F 1 8-13-03 G 8-13-03 INV # DESC QNTY - DATE: J U N 0 4 2004 G1 8-13-03 18331 THD26 G2 8-13-03 18330 THD28 G3 8-13-03 18360 SKH26R H 8-13-03 18361 SKH26L H1 8-13-03 18363 JUS26 11 8-13-03 18370 THJ26 2 J 1 A 8-13-03 J213 1 8-13-03 J3 8-13-03 SEAT PLATES 124 PLANS REVIEWED CITY QF SANFORD I I I I L 40-0 I � v Cn W I` IL �L �L �'_ L — L — — L — j IIL Ilr— Y C ilv � h �, I I ��•j% /7 'I THJ215 HANG ER \ AG-3P4 v`. THJ26 H�JVGERI AA i I LI, A I I I VOLUME CEILING I I I A 1 71 A A I I n�i I i Al j a2 . � I T� I I I I I725 A i � E,^ II •.�rsl I I � I �•3- IPL I ' — r' II -�• ; I I f�' I' _ j�I`9 I r i(� jl i- f f I f L N CTJLa _ � 1 C•2 11 II ii � 6i— I� � I u1 I I I' VGU_R��•GEILu�4:Ll_, _ — — — I I I �— � y i • i � l ,. I Iw III { I I I' I 4•" U2F11- 1 I I I 1 1 I 1 1 [i 1 I i I I I I I i JOB NUMEER COVK3 I' Q'I j CUSTOMER. REVERSED I C'1 JIU N O 4 2004 JOB N ME' COVINGTON K 3 DRAWN DATE:8-1e.oa I - — — — — IG r PITCH 6i12 O K 12" BEARING. 8- Wi DING . 33os1 HI B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It is the resoonsibilitvoftheinstaller (builder buildinocontractor licensed contractor, erector or erection contra ctor)toproperty receive. unload store, handle. install and brace metal platg connected wood trusses to protect life and prooertv The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's orEngineer'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 CA LJTIO-IV Th6,builder;buiIding!coi ractoi'yaicensed` 'Coritract&;-&ebtof ocere tion contractdif is adJis'&% 1 - A dbaico and. each=tfie:entire booklet;_Commentary,•.;t aneE rR�ecommenaations:'toi•.;Hindlirig;",Ihs:alfng'&-- i r>.,T�• :,v.v .:I,,.L',.::�ru ,.. .. •.'� -r. .rf •. ,t ._..: .,: IJ '.B„acing'fl4eti�,l•f`Piaite Conriected+lJlfood trusses: Iil6='S 9 f'•-:fcornths= suss: 6aieinstEttite _'r ' `,,.. ;41 TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. ' a:�.:zi :'CA'LITION:iAlitemporarybr-acin4•stiouid•beno:iess -., "•P' = '.,l_ :;:. �tFarr'2x4 rode rnarledtiurnEe_`A'I! co.nnectinns; �'�� ��slior�id•'.de;mac➢e�•with-minirviu`n�� a'f�:2=18cG�+�iails:.:41! ..tfusse5�assiiiv>led. :on�ceiiter�or 1..6s��A�Il�nie:el�I piv w =,tc ssesTshould, e`='co nectec9"tip etFieC �n �cco>•== =':=aancgwith-id'esign,drawings!orioir'toiinsfallation. = TRUSS STORAGE . a:,,CA!'iTIORI:..Tt`iisses:sh6uid:notbe, .T \`�?,.;f: „a•.,n� " ;�.tit.-.o..� ,:..r.�;crr.,:.n• ,.• ' .a,^urilaaded,onsro ugh,Aerrrairi_or uri ,�, even:sutsaces:Which;couid.cause ti .. n. i..-, a•- , cfamagetoaiie':�russ::'r'' ,;;i;::;:.• :tf °Ci4'UTION: �Trassesistiired'ihocizontali ':sFiould•'be�� _ - �.:=:i':=;�-•••��:x �?�- .�- •ir~1.' — :Y::l,ir...> •f 5.:n;`LL:; :: W'.,/�::.��r�ti-1i•••Fe. \�.:,,.: :J:. - �.('_ :1'�,.• CiRUTION'Trussesstored vertical( should be :, = = �`s'ie•` �`ortefison;�lockm fo revent;excessi"ve:�iate'ral°€ �' J''�i'���= ���:; - .:Y:.-7 ��•• �ry;;� �-N.,�..::'.. �••: - _ ;::Qt*; t A.Y.rtk-ufi • .,a' ..a - :�kyhc' .. it:';^.i=?' "` "•:breCB(i,;to revent•to "lin :Orltlf 1 ' ��.., o ''.'' '.• ,,lr, a-.t.::;;4_ v.•: _ iP 1.�.._ .PP .$ bendin .andtl_ssenmotsture.gin :n,, l.v. ^;: Y.,,s=-�l:x�::y'!;��;::...,. : ;f:.taJ�: :.�'• ;:c;' - - ..art -: •rr - .e ... ...<...� ..�.,. _1•_u•.• :x. ,.. ._ .4,_,. - - •. ... .,. . 11T!!A'RN G:3Do_not�break,bandin .iuniil;inafallafiona' �+'r°�'���>':'!)ANGER:,;jDoiiof�storeebundfes u•`right�uriless:•; v''l` Y.G: -ra: ..:.•.`li.' :(_�J:.c ,.,..-..•rj_:l•�T••J_ ;,*.. �".9,? � i.N IJ �.+'ti)'I,�:f:"•', r^ '/;•�.,_.i'R::;:.: .4 s*Care::should<'!be_':;eze�ciseiiin':baric(ing:;:re:�?•_ro,eery;braced::Donot!break''baricissunti!!bunciies•. ;r,..z+n.rvV rq'Oi+i.,n-.,�.r J??:.: �:...r,,,�f•:; i. o: �; fin. •A -• Ov,aI;to;ay.otdshtftin ofandtvidual�tritsses ;?4 fir ;.;rarer,placed-:iii-a°'staff(ejhor'tzontal Position::•::;.:.:..5 ;,r _ �:. •,•gSFi• -. .. y, ..,4 3 :1. •. :y:.`.'• :4._,,:-d i•,.nr.:' _. t� '1• C AJii., i FLa_i '1• - - •7i ,:rli.M....F,,..._-I:b ru[pTh, •^':: ^.;..t. .::_•i: J sz''l!f r- .,5'i(R=;'S�-.1'�''y'i+!Mo- .�?s{!'•.�. ti: t rJ;�:Cr1� J`"7?.'ly y.y�cttyi .�r��v?r �,1� Y t tYg;,�,_ si''y , w, k:, f�. y, _ 'D'AIVGEFt-:�INalkiii on.trusses,:whtch.arel in- fief ''f': ':f:Fj!• 1Y1iA;RNIP.1G. ;,�D.o iriof lit 'btiridIbd.trussesxb". �e;• �}� *=i-.�:- �r..•-'w•r•-:9=' � tr �F: 1 -3':i ,•hy Y":• g'..w i:.. e _ 1 iic:.. "",+.`.%iirv'r 1v . r i.- S tfFm _,rkf'. s 1�.C:no '>:._. .+.� ✓i.:':`2 :1' 7`G'f`:r?','.3f•H'�:��;1ayl:t_ :a!i1':::.G�y4ti,'rr,Y:g7�r_yf-H',:i'�.i ri 'ir��;3 ,,i ::•_ a,Myuld-_=be:: 'ictl. r ;,4; v s. ��.a is:iextremely;dangerous•>and,,. stir y_ r,J .•laFi :.i 1 •7?�1 a.:,.!.,_ '1 r f'1... _ s �q'•�,i�: �b'ands.,136n -:use?darnaged:,trusses:;'.,� :1 :.� =;} s�:=t;:.,� :;. �'�: f. .ar, ,Y�, y;, , :,w._,,,...•�; �-�''• .fir (; 1r r-cr ; nC„ �t _?L-•cc;:_..:h a=' Y,..,:�r:;n+a1 �... r.: •a;;.�' Ijwi- '� �'tji L' S::x 1��:fr. 3.!? f:;1:�i:4.:_';.'-`:i�it� T �, rohtbt eds'.r;;.:a�=i^;. `iy:%^r'Y..;,. r �-.c•i• _ d.f..an-t-.'.i.•3:v.•.]„��,?:'s3,3r!: '.i' .f•1.:_ Frame 1 60' 60, or less �r less Tag Approximately Approximately Tag Line '!=truss length '/ truss length Line Truss spans less than 30'. Spreader Bar/ Toe In Toe In Approximately 1 '!z to i!, truss length �\ Less than or equal to 60' Tag Line Spreader Bar i Toe In �, �1'�� _ ,=Toe In Approximately 1t, to :V., truss length Less than or equal to GO - ^-- � '�yl�te•'r+;«:a�j"t ,.-�+i,IEii't�,-�t��Cv�ui I(Liik+'L�'�iy!'_ya. i:.#e;a;_;nLs': r r FiNaT1GD� t Ilfifs-�1 it "lie �itTsses trirlth:s ens ns„ st7 mu s t�w3vudvy{ - all ��g�'eate�'�t 11neC1aC`�-��1,+�����'•'`�`'y. �2,•� 'iL•K'�b-i��L'•�: V•+Vf $,`MECHA�NICAI l A'IY.rN9{ �Ilbr S,: rL'Mr , INSTAL{'AT1 N'.',r' Lifting devices should be connected to the truss top choid with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truer. should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Strongback/ SpreaderBar Tag / Line Strongbach/ SpreaderBar At or above �— mid -height .�—• Tag Tag Line Line Greater than 60' orar. :lieadin ,shown'iln.th'is•:sumrriar};:sheet�7i.s*;:ad6guate;;f '-"t' "*".,.irisialla'tion':.of; ,:I :C/1'UTIOrt.:T,�m.P. _Y 9:. - ": ,;t - :1:'l J.: ., �+��.r'i•{ c�7T,•h:r •-Ai;i `!C:::rr.Y,:✓!:1r .7.n •;;:: `i':�:•n' _ _ _ I;r '':{�- s 'I aa' r.e Ist �ecJ "rof ssiorial en ineer-`if. aclifiererit :.4-. rr,' trusses =with..smilar conf.i ucai'ions: •Con u t _ _g_••-,p,,,- _ rH'. A ..,w6, Ti,�r' ..x:kl:',5':n�,'r!^:t*$'•�_t.,^!=` ,. F• .},T _;tr:; o : - it' ),Ti?Ls::k`':, ❑ mint= is <desire:dc TFie,:en ine, r..�rrta,j �,desig a;3�racing inf:accorrdgn..e�;w, h. _ • .,bra ,,ace _ 9 r. r rJr rc rz =� r.,,. <a-' .-c6,)n•+Hg:,a.� F.ta �:ut'Ai.-'(hf.. y,: h"v . a..t -��'.:;7t. -L_1r dr•.?vGc-r, }�: i Wv"' - - si S ec`ifi.cation for=Tern ora.. x(Fsracng>xotaMetaLiaPfaierConnecte�;NL oo�f,' Fdecoinmend, JP:. - yp- iy, ,.,.,�. .. ,,.j.. ..x:.ri ..a.. ,y,.. _ v:r.r" .rn:=.Y4aCY•-_J%�•4, to-, ::tiy- •. t7; ,';F..`'-=`ny+�:-1.._.u�11 1ci,::.rie :'.,;'�:;i Tpi.{;.....r, ., '7�'i ��1�`.�• lU .•+ti �,`� �,,,.{;..'r.,•• 1 S-• _.�.g,�i'!: ri.'_' r,::�:<t:- Tr:EissestyD'SB=89',":am3 un=so.rne�case�+determirie`aFtat:a wlcfe_rs acin tisq ossible.: 'lJr�©EJP�D'Bt�4Cfi\�Cz:3i�I�E%EN'U n�\i I Ei t�OR " err't�E.IhID'B.RAC6W1*'BUI DING =Y�'��b{C3R -• -^•��. ':<, I GBO,•.,^ lop :nerd,pi— LBT- Typicalvcrtical •'•I: `Z.. �� in.' •—��-l., a-�� - • r - ''t I _., _ Blc•clu np � �. �,/. fj � / _- ..--,1---�:" :• �;`�.; l'~_ ,`��.� _i -•. •ss`11��•• I�:•�- �•1'IFL----1.I�\i- Vim^ S j I`t �= IFII , 1 \i'. - , Ground brace I 1 vcmenl(GBV) -ion Cord \: �- r�.F' —•GEv � _ _mot• _ :--'� IFj _~`)`I"' _-- �1.v ;r•l ll__'U,16 ''•i -=t .oaf '- +. '� : _ ..Rh l !: •. I � i � I Grouna 6rece t i lremule iuoV) _ ce itrut ' ST) ntat tic member with s (HT) y.'truaa of ora, oup of tru e (EB) �r•o-'tin 7 0 /11\ 12 4 or greeter Top ehorda lhnt are laterally braced can buckle together one cause collapse If there In no diago- nal bracing. Diagonal bracing should be no Had to the underside of the top chord whon purimu, are ettsehed to the topoido of the top chord. , �hl''�;'!_-• y:',r'i,''++ikrl"-ii°i IO. CHO MINIMUM i;' TOP CHORD, DIAGOttiAL'BRACE i' q PITCH �` '' ,1.;;_ BRA LATERAL: CE 'SPACING.(DBS),' TE SPAN ;DLFF=RENCE Si'ACING(LBg) :r: '= 4-.4 - . ' SPlDF ' SPF/HF Uri to 28' 1 2.5 7' 17 12 Over 2E' - 42' 1 3.0 G' 1 9 I i I C Over 42' - 60' 3.0 5J 3' I 1 Over 60' 1 See a registered Drotessional engineer J DF - Douglas Fir -Larch HF - Hem -Fir rContinuous Top Chord eral Brace quired I � ; 10,0 Greater Attachment Required - Sp - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. � �a .�_;. ='i•I.ri,"�1 FI. 1'"� z�j sT:,':W;��� •.,; C N. J {�4h �"f�%„!`iC. ��:� aid;'•°° � �.tt.. 1•:'r'.:rtii '�t ' r.k.. "�,:�.r", .� RL �BeR TDI;'�OI;.A�r•,�P,..i..: tA: h'�j L, ;I;T4OPtC�!:H, ORliDr a�y��• ,A.. IIDsB41l ER�,z C�:xrM';.' �r�,,�M�t� rN'll,i'jia ;,'yy� .l+.,-,a }g�Y�S.�rtfY�l,_�•� _,yMINIMUM 5 "Si5u'a.i�Ii.lr�Ti, .Ci� t* TERAI BF1 CE` r 1SPACNGjLBgP SPACING:(D ^MIsI;i+l. �l G}',�'i;,1,4 ,cfa �� ,3a i '/ F�' : •Py!�f. 'i� '�FN�r: LID to 32' 4/12 1 8' 20 15 Over 3. - 48' 4/12 6' 10 7 Over 48' - 60' 4112 5' 6 I 4 Over 60' See a registered professional engineer DF - Douglas t-ir-Laren SPF-�Syruce-Pine-Fir HF - Hem -Fir P Continuous Top Chord All lateral braces Lateral Brace —� lapped at least 2 Required trusses. 10' or Greater i Attachment Required — I I; r .Pl�i CI�cQ�3;-?;ISS '33'Igw1'c",k%1r '`'. ';q.;itry•; It'I'.. Top p ryp` Cy F that laterally braced can bueMle cause collapse it there is no di ago- ��Jy 5Q bracing. Diaponol bracing should be paired rL ide of the top chord when purlins to the topside of the top chord. j SClSSOP,S 'TRUSS ' 12 4 or greater Botion at eacl spacir. WIT TI, 61-CHORD M 5. lb"M UB IEE EBLI,ACE --;', Ix II,�-,%', G(L'Bsy. -SPACINGJDBg): VMUN-I�;]:Q -SP/DF",:I'SPF/HF-,I 20 15 10 7 6 4 )rofesslonal engineer SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. .7 ,.qM'CHORD-PLAN=—, I Cross bmcing repea-L-3d at each end of the builaing and at 20' intervais. 4 professional Over 32'- 48' 42" Over 48'- 60' 48" 1 51 Over 60' See a registered The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. l2 Continuous HON., Top Chord T. Lateral Brac Required Top chords that a is laterally braced can buckle together and cause collapse If there is no dingo- 10, net bracing. Diagonal bracing should bonalled to the un arolda of the top chord when purlinc or 0 attached to the topolde of the top chord. Attachmer Required End diagonals a4""iM%jra14j: es stability and must be duplicate both ends of the truss system. 2o,(DtOT ,, spj=� 2'0 30" or greater nesere66iriffleh dationsicoUld. _-&sWfln,.N%*,t",! on t RT4.1N-G*;-,T,aHur • ;,,T: vere-19ers a q �,,:am�qelw russes,f-on'b ildin . . . . . . . . . . . . . .4x HORD:,TRUSS:'T0P -C H"(5R5. Top cnordo that sre laterally braced =n buckle togiotherand causo collapse If there is no cliago nal bracing. Diagonal bracing ahould be nailed to V ic underside of the top chord when ourlino are attached to the tOPaide Of the top chord. End diagonals are essQjt ON stability and must be clu—PlIMME, both ends of the truss system. 30, 5i r- C. Continuous End diagonals a4""iM%jra14j: es stability and must be duplicate both ends of the truss system. 2o,(DtOT ,, spj=� 2'0 30" or greater nesere66iriffleh dationsicoUld. _-&sWfln,.N%*,t",! on t RT4.1N-G*;-,T,aHur • ;,,T: vere-19ers a q �,,:am�qelw russes,f-on'b ildin . . . . . . . . . . . . . .4x HORD:,TRUSS:'T0P -C H"(5R5. Top cnordo that sre laterally braced =n buckle togiotherand causo collapse If there is no cliago nal bracing. Diagonal bracing ahould be nailed to V ic underside of the top chord when ourlino are attached to the tOPaide Of the top chord. End diagonals are essQjt ON stability and must be clu—PlIMME, both ends of the truss system. 30, 5i r- C. Continuous Top Chord Lateral Brace Required I O'or Atashmeni Required I. 3 Trusses must have lum. ber oriented in the hori. zontal direction to use this brace spacing. Frame 5 v L 4K T IMdW . P WLEIA, E79r09QDIAGGZZIBRAC N 't . F `, -SP'CIN&-6 FP - "' 17�,".T[ - rUsses --- k"1, 7SP75TI-STPH F---i I Up to 24' 3/12 81 17 1 12 Over 24'- 42' 1 3/12. 1 7' 10 6 Over 42'- 54' 1 3/12 1 6' 6 4 Over 54' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pixie -Fir < q C, 0, Diagonal brace also required on end verticals. Top nharcinthal am laterally braced can Iwakle to S7c.-tliurandCatinOCCIIIDDRcttthnr,. is no dl.,,.. ilbravitig. Dintonalbru6ctp should 3i= to when the uod.r.lne of tho lop chard , rl no .— nttcchcd to the topoide of the top chard. 12 3 or greater All lateral braces lapped at least 2 trusses. Continuous Ton Chord Laieral Brace Rnquhad 10" or Gi eater Attachment -A Required WAFWNG: Fall ubb-t6folloW the9L-'tedbrhibdh"d afflonscoijldretultlh severe personal injury' or.d;iriizidei-toiru�--'esorbuildings: j.'.1 N STAIETLATI 0 W TOLE RANC- ES'-f' BOW Length L(in) ... .. ........ . ..................... 01.1in) 0/50 'd ID"ft) PLUM Lesser of U200 or 2" 24-_ 1_1 kL. I 36" 1 314" F-4 S " i I" SU' i -114" E;' L(in) I L(in) '_,114" i 7- 96.. iill V, Truss log" 1 2 . .... ...... Depth .......... D(in) Lesser of L.'200 or ::- Lesser of D/50 or 2" L L9260' L(fl) Maximum 4.2' 20C.- v. I G.7' Plumb 11orr 1 1 8.3, 250" 1 -1 /4" 1 20.8' Misplacement Line 150" 1 3/4" 1 12.5' 3 0 0.".. OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLEFIANCES. ...... .... ... -ld, n er nb,�c rcums a!, N I N,G;, sV .I__ r, ct- bad b s.es,-. . .=ntf.d ion! Q. usses Ajaronda�Systems , WROMA SnY MS 4w Mar+onda Way Sanford, FL 32771 (407) 321.0064 Far (407) 321-3913 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valleylrusses 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 general sheet. If you have any questions please feel free to call at 407-321-0064. Ferel Tom s Ponce, P.E. Date: 3) sjo3 \\\>>���11116 rr • '91A 006005$' o STATE OF .• RIDP•• wAL I�,��jpefol6fi114��E� MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 DESIGN INFORMATION This design Is for an Indtvldusl buUding MONO VALLEY component and has been lased on hdormation provided by the client. T1re deslptcr dh 4-tms any m1ponslbWty for damages as a result of faulty or incorrect information. specifications and/or designs fur.rbhed to the truss destgry by the client and the conrctoev or accuracy of lbm b Inforatlm as It may relate to a spe- VALLEY TRUSSES I TYP.) surr0anx0 TaxuEa e41e pn4ect and accepts no responsibility or exerches no control with retard to fabrics - nN Unix InndUnt shipment and Installation of trusses Thb truss has been deslpned as an Individual building component in accordance with DIAGONAL WEBS ANSIfM I-I1795 and NDS-97 I. be bncorporated' I as part of the building design by ■ Bultding REQUIRED WITH SPANS stered arch,w or prolevOon'd Designer Irepn GREATER THEN 26.0-0 316 engineer). Vah reviewed for approval by the bufldlnt designer. Use drslgn loadings shown must be checked in be sure that the data shown we In ageement with the bql building codes, 2x4 0.0.4 local dlmatr records for wind or Glow loads. pn4cclt specil1ottlom or sperm applied loads Unit" shown. truss Ines an t been designed Ion COMMON VALLEY *I ccu storage or occupancy loads The design assumes 315 214 2t4 compression chords (op or bottom) are eouUnu- ously braced by abeetling utdess otherwise II II II II 316 apeel9ed. wtmc bottom Chords to tension ate at fully braced laterally by a property applied SUPPORTING TRUSSES MAX 6.0.0 O.C. (TYPI rW eslllnqi& they should be braced at ■ matmum spacing of 104r o c. Connector VALLEY TRUSSES ITYP.) II I, plates shall be manufactured from 20 u hot ITYP.1INI dipped galvanized steel meeting ASTM A M. II II II • VALLEY AREA I �� Grade 40. unlw otherwise shown. II R II FABRICATION NOTES Prior to fabrication. the fsbrlcalu sha0 revkw lib diawtrtt to verify that this drawtnt b In conl'orraanca with the fabrfcatn{s pins and to mallet a continuing responsibility fa such veri- Ocallon. Any ft—epandes am, to be put in wraing before cutting ar fabrication. Plato ah.IU not be tmta tied over knotholes. knots or distorted gran. Members shall be cut for Light flitting wood to woad bearing. Con- nector plates shall be looted on both faces of the taus with nalb fully Imbedded and shall be sym. about the joint nmlesa otheswbe shown. A 5x4 plate b 5' wide x 4' long. A Bad plate Is Br wide x 8- long. Slots fholnl run parallel to the plate length specified. Double cub on web member shop meet ■t the eentrold of the Reba rode ss otheswbs shown. Connector plate slrn ae rah tmum sires based on the forces shown and may need to be mcteased fro SerWn hand. Img and/or crecOon stresses. This truss Is not to be fabricated with fire retwdant treated lumber unlessolheswbe shown. For addlttooal Information on Qualay Control refer to ANSI/7P11-1995 PRECAUTIONARY NOTES All bracing and cnectlun recommemdatlau we to be followed in accordance with -1lading tunta8lnt a �ne3a(. HIB-91. Ttwaes am to be handled with particular care during banding and bundling. delivery and butallalhan to avoid damage. T®porary and permanent bnnhog for holding trusses In a abaliiiht and plumb pos. ltloo and for —hung lateral forces shall be designed and tnafsMed by others. Caeful hsmd• Ling b essential and aedlon bracot Is always required. Normal pr<outiormuy action for trusses requires such temporary oaedng during tnnsln9atian between trusses to avold toppling and domtnoW The supervbWn of --d— of truss, .hall be under the control elf persons mp.deneed In We installation of trusses. Prefevh,al wivice shah) be sought If needed. Ceneenuation of crostrudion loads getter than the design loads shall not be applied to trusao at any time. No Inds other than the wrtght of the erector shalt be applied to trusses unlit after all fsslesdng and bracing is eompletaL SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. TOP CHORDS: 2X4 SP 02 BOT CHORDS: 2X4 SP 42 WEBS: -2X4 SP 93 IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL f 214 1 214 OR Bid OR 416 3x6 t 416 31B 416 OR 2x4 214 2x4 4110 I14 OR 316 OR t 416 OR t 416 1214 (t) WHEN OIGAONAL WED PRESENT USE 4XII PLATE (4) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT t 416 24 - O.C. (TYPI OR h4 214 31e I J VARIED 2[4 UP i01 12 30 2t4 2x4 316 2x4 MAX 6-0.0 O.C. (TYP) MAX TRUSS SPACING BELOW - 42' O.C. SPANS UP TO 60-0.0 �I IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS 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 iOd 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 T120 GA TESTED PER ANSIMI 1-1995 Cont. Support (Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IWO OREENBROOR Cr.OVi£D0.FL32766 WAKININU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thh drawing b not erection braving- wind bncint, portal braetry or abnnnr braeog which is a part of the building design and which must be considered by the building designer. Bractag shown Is for latent support of buss members only to reduce Welding length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by lbe building designer. Additional bnetng of the overall structure may be requbed. (See HIB-01 of TPII. fihus Plate Institute, TPI• h located at 593 D'Onafno Drtve. Madison. Wisconsin 53719). Studs ® 6-0-0 O.C. Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psi TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 psf Truss ID: VT Date: 4-11-01 LOUIFUl: - LUI. 1.40 DurFac - Pit: 1.25 . O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: ]TIP BLOCKING NIARONDA SYSTEMS DESIGN 1NFOIZMAT10N This design is lilt an hulieidual huildin, cwtpwcn anal Inc 1e 0l.ssd m i.hlrmmba, pmvtded by Ace clicnL The Jesipracr Jisd.ims enr (esplmsibility lilt damage. as a reudl nf. fa.1117 W Inat-reu inhunuli.m, s)nxll'maliwR and/-dc icM fw nidad to the truss dW,). r by 11e el head anJ 11 eurrmrcss m aceuincy ul 'his infurrrmwn u it .nay ..tat. to a spc- chic pr..Jm anal a Xq"s m resptmsihillly .r 1;1 cI .s no arced trials regard In btrk.- 16m• badliac• d.ipm.ru amIgaallatl.'n of trusses. llds buss bas 6eto desip.eJ as all InR.idual Willing natgntocm In acmadarre n lth ANSI/TPI 1-1995 anal NDS-91 In be I,ctrp.—t.d .s pain at sbe bubhlbrag design by . Bulldh.g Dcsl:ta-r (le.bscrd ar.Mtm a pmrcuiwul err_irm 1. wl" rerlcawt fur spprural by the Willing designer, fiwe design I'.adlaes et.n lewd be checked Ili be suae that fill, data slrmat are In C,—" a41h it. local huiblmc cute., 1rc 1 clia hale rmrd, hr -atd rr .now laaab, irujeea 111.uc11irad,rn ur %prslal apgall.d hands. U01eis shunni, trus, has nil bear designed bur a.r.cc n —as," Inadr. Tlc de.ien as i. rmpreasim cbd. (I.p ar talranl are miru- .usly bread by dcuMae .ales, uticrwise spccincd. Where bm,= stand, in ¢nskn Ste ImI fu11y graced l.rmlly by . furperly applied rlgi) cciling, %her dsrwld be hracl,J as ■ 0urlmum parJn= ad 10'.0' O.C. C.mram0r lahu" doll ti aranuhau.rd 1—. 70 gauge ha lif'! c.l•ad.d Steel sateli..c ASTM A 653. tirade 40. unless gheraise ,finnan. 17ABRWAT10N NOTES Prim 1" Inhakwim- firev e 1•ahrimm shall iew This dr—i.110 rutty that this dressing is In cmhrmarrtq wllh the falricalw'l plain Mad m ralhc a r.mlariug rctl..amlbiliry h. uch rc'i- Iseallm. Any discrep—les Ste nu be put In anti. , glow. erasing .r rShrie.Ihn. yls.e, dull sm, he innalicd user kwatades, k-1 - di limited enln, Minder, %hall be cm fir'Jgh1 Dtrl.q --I In a'0'al healing. Ca— neeh. pl.." stall be hc." m blab fares rtf the .ruse wi.h mill fully Inhcdded and shall he s)n. rb-d ahe Juba. uaJcss Wleraise damn. A 5.4 plate is 5' aide a 4' l—.. A Gil plan: is b' sink a 1" Img, Sias (hula%) run parallel to de plane length .pecllicd. Dad11e coat .m treh n.cmbua %hall eery at Jac c.ann.Id of .le acbs unless whcrwise sbcaa u Cauice1" plate I.es Ste nalnhmun d.n based an it. fume., damm alai m I Bled m be Irare.rcd Iw —,.I. hand- ling ndhr creelim Strc,.ea, this arun Is nm so be labdeased trIrh fie m,d.m voted 1'n.he1 ..Jns,aticMs ,town Fm ahfiji a l Infurmalbm am Qualily Cml.A rcfcr m ANSIfIPI 1.1995 PRECAUTIONARY NOTES All brrcing sal crccllm m¢aanedwhm. arc In he f ll,atd in ataantmrs rviah'11au11'uag Imr.11ine A- u.aei..c • Nhb-91, 'r,usses are .a be Indld aid. pnnieul., Bale during handbag and Imndlinc. .kliv n sal Irta.lbui in 1n .,.aid d,mage, l.ngnra.y sal pnaancn =inn fu Ia1Jiq Stolle. Ina .u-aleh. and pluab tau• Ilium .d fw raising larcnl force. shall (ac designed and In zmIIW by radicals. Careful hand - It.. Is rvcalal and .—h. Ir.elae 1..1—y, required. N,ra al prnruri.aay rerhm fir trusrc. sn pdles saeh Iempurary blaeing'hiring Inasallmi.n M+r.tn vusse% m solid hppling and th inswing. The stgeraldlm of cried nl trusses stall he umlar the ravurad of petum, Z'sicpuicr 1 in.he h.s.dla.Ln nl gnus.... shaul aJ.lcc dull I•e ouch, if ..coed. Cinwcmrnhm ad ninstrucilun Imfi% greater duo it. dcdgo hods shall as he -Iptid Id uussa at any rime. Nn In.ds and. , than sine nsiglu ul the elect'.. %hall lc applied In Ir.ncs Stoll afiu all Iusicninc ...I laacinc IS c'mplad. \����11��ti►luulllr�����> \ _ • mot/ � No. 00650068 a STATE OF ace -10 \� ��Nllll I111111ti1�� HIP GIRDER (!!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREMBROOR Cf.OV1EDO.FL3276E Uuign: sfalrir An011•ia 1-110: II IPD ETA I.L TI: HIP OTYA 2x BLOCKING ADDED TO. TOP CHORD OF STEP HIP TRUSSES TO SHORTEN OSB NOT TO EXCEED 24110.C. TO BE NAILED TO TRUSSES W/ S @ 12" ON CEN. STAGGERED PRE-ENG'D TRUS TOP WALL OF BUILDING WARNING: IZPAD ALL NOTTS ON'rIIIS SIIEI's9'. Eng. JGIh: A. COPY Ole T111S DRAWING TO rIE GIVEN TO ERECTING 1)"g: CONTRACTOR. I)sgnr: . BRACING WARNING: 'rC Live Bucing shmaa un finis Juoi.q is nu, c'minn hrmbnc• airnl h'acln•• lunnt hndnc m similar blessing TC llentl niiich is a pan ,.I 111. building dcsi.n lad -Ili, b must he cunsid..ed by the huildmg desiga:l. Ila.etng is I'll latrral mpp,ut III Miss mcmhcls'nly an.cduce ladling Ia.g11. I't uvi%i'au muSl In, IIC Live nwde In an bu Imcral bracing .1 lad... I 4cu1i'd by it. t ilding tksiener. A.dditl,anl h.ncing all the u•uall %.runme may le'cpiiied. (Sec III1)•91 111pll, BC Dead film s 1'lalc Inseam, TPI• Is hened a,513 D'Onafila (hive, Madison, 1Vis<nnin 517191. JOB PATH: CITE&LOK1,1001U1POEr— I TOTAL VVO: 1`IIPDLTA II, Truss Ill: 1111' clik: hale: 10-20-00 16-0 psf DmTC+bc - Lhr: 1.25 7.11 psr DurPac -Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 psr Design Criteria: TPI Code Desc: 33.0 psr I V: 1-01 00- 30106- 31 //CS: 01 013" JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: A ATY:5 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 mull of faulty or Incorrect Information. specifications and/or designs rumbhed to the truss designer by the client and the correctness or nmumcy of this Information as It mny relate to a spe- aflc project and accepts no responsibility or exercises no control with regard to fabrieo- Lion, handling - shipment and Wtallallon of trusses. Tills "- has been designed ae an Individual building component In nceordance with ANSI/7P1 1.1995 and NDS-97 Lobe Inarpomled ns part of the building deslgm by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. 1=1 climatic records for wind or snow loads, project specifications or special applied lads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes conmpresslon chords (Lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celling. they should be braced at a maximum spacing of 10'-0' o e. Connector plates shall be manufactured from 20 gouge hot dipped gDhanlzed steel meeting AS7M A 653. Grade 40. unless olhcrwbc shown. FABRICATION NOTES Prior to fabrfatlon, the fabricator shot] review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize n conllnutng responsibWly for such veri- fication. Any discrepancles are to be put In writing before culling or rabriotlon Plates shall not be Wtalled over knothole, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- ncclor plates shall be loaned on both faces of the truss with molls fully Imbedded and shall be sysn about the joint unless otherwise shown A 5x4 plate is 5' wide x 4' long A 6x8 plate b 6' wide x 8' long Slots (holes) nun psmllel to the plate length specified. Double cuts on web meunbers shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minhuum sizes based on the forces shown mid mny nted to be Increased for "rialn h.md. ling mid/or erectlnn stresses. This truss is not to be fabricated with fire retardant treated lumber tunless otherwise shown. For additional Informallon on guat]ly Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reammendnllons are to be followed In accordance with "HandlingInstalling & Bracing', HIB-91. Trusses are to be handled with particular are during banding and bundling• delivery and Installation to avoid daunnge. Temporaryand pcmumenl bracing for holding trusses In a slmlghl and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusse es requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of peTns experienced In the Installation of trusses. Professional advice shall be sought If needed Concentration of construction Lands greater I ham the design loads shall not be applied to trusses at any tram. No Iwds other than the weight of the erector" shall be applied to trusses .,,if]after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #1 D 2x4 SP #2 2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 SLIDERS: 2x4 SP #2 MAX LIVE LOAD DEFLECTION: L/999 L=-0.46" D=-0.48" T=-0.94" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.68" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.34" RMB = 1.15 10-9-2 0-6-6 WndLod per ASCE 7-98, CSC, V. 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 58.0 ft W. 40.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 894# Support 2 967# ..TC... FORCE ... CSI 1- 2 -3897 0.90 2- 3 -3634 0.89 3- 4 -2777 0.60 4- 5 -2777 0.61 5- 6 -3630 0.88 6- 7 -3893 0.89 ..BC ... FORCE ... CSI 12- 0 2051 0.53 0-11 3502 0.93 11-10 3172 0.94 10- 9 3170 0.96 9- 0 3498 0.92 0- 8 2049 0.53 ......... =====Joint Locations=====__________ 1) 0- 0- 0 5) 26- 8- 0 9) 30- 0- 0 2) 6- 8- 0 6) 33- 4- 0 10) 20- 0- 0 3) 13- 4- 0 7) 40- 0- 0 11) 10- 0- 0 4) 20- 0- 0 8) 40- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 61 -894 BOT PIN 39- 8- 0 1366 0 -967 BOT H-ROLL 20-0-0 20-0-0 Ik it 2 3 5 6 7 416 5X6 3X4 3X4 - 4-►U-U "-' 5X6 10-6-6 0-6-6 T�7 1 f� 13-6-6 3.00 - I 3 00 �� 1944-0 19.4-0 I 11 10 9 8 1366# 8.00" 1366N 8.00" 1-0-0 1,t 40-0-0 11-0-0-0 Cd AYES (12) 2X4 (110-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 fMaronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A i stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 8-13-03 TC Lire 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing• wind bracing. portal bracing or similar bracing TC Dead • 7.0 psf DurFae - PIt: 1.25 SANFORD, FL 32771 which is a pan of the building design and which must be considered by the building designer. Bracing is for lateral BC Live 0.0 psf rm O.C. Spacing: 24.0 (407) 321-0064 Fax (407)321-3913 shown support of truss members on to reduce buckling length. Provisions must be lbr N g g made to anchor lateral bracing at ends and apcc111ed IxaUons determined by the building designer BC Dead 1U.0 f Design Criteria: TPI TOMAS PONCE P.E. Addltfonalbracing ofthe overall structure mayberequired. (SeeHIB-9IofTP0. Ps Code Dese: FLA LICENSE #0050068 loos VANNFbSA Dttovll:DOXI-327ce rrnuss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wilmnsin 53719). TOTAL 33.0 Psf V:09.05.02- 27575- I Deign: Afmrit Analysts JOB PATH: 07:ITEE-LOKVORMCOVK3 HCS. 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: Al ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D WndLod per ASCE 7-98, CAC, V= 125n1ph, _________=====Joint Locations=== This design Is for on Individual building BOT CHORDS: 2x4 SP #1 D H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 5) 26- 8- 0 component and has been based on lnfommtion 2x4 SP #2 2 Bld Type. Encl L. 58.0 ft W= 40.0 ft Truss 2) 6- 8- 0 6) 33- 4- 0 10) 20- 0- 0 provided by the client. The designer disclabns WEBS: 2x4 SP #3 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 13- 4- 0 7) 40- 0- 0 11) 10- 0- 0 any responsfbWty for damnges as result of faulty or Incorrect infommtion. specUlcotwns 2x4 SP #2 3,5 Impact Resistant Covering and/or Glazing Req 4) 20- 0- 0 8) 40- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer SLIDERS • 2%4 SP #2 - - - -MAX . REACTIONS PER BEARING LOCATION- - - - - by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION- PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loc Vert Horiz Uplift Y-Loc Type of this tnformation as it may relate to a spe- L/999 Support 1 894# 0- 4- 0 1366 61 -894 BOT PIN elate project and accepts no responsiblIty or L=-0.46" D=-0.48" T=-0.94" Support 2 967# 39- 8- 0 1366 0 -967 BOT H-ROLL eremtses no control with regard to fabrlo- lion. handling. shipment and WLLBavon of MAX HORIZONTAL TOTAL LOAD DEFLECTION: trusses. This truss has been designed as on T- 0.68" .. TC... FORCE... CSI -.BC... FORCE... CSI Indaddual bundling component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3897 0.90 12- 0 2051 0.53 ANSI/TPI1-1995and NDS-97tobeincorporated T= 0.34" 2- 3 -3634 0.89 0-11 3502 0.93 ns pan or the buBdtng design by Budding 3- 4 -2777 0.60 11-10 3172 0.94 Designer (registered architect or professional RMB = 1.15 4- 5 -2777 0.61 10- 9 3170 0.96 engneerh. When reviewed for approval by the building designer. the design loadings shown 5- 6 -3630 0.88 9- 0 3498 0.92 must be checked to be sure that the data shown 6- 7 -3893 0.89 0- 8 2049 0.53 are In agreement with the local bu8dtng codes. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown. true has not been designed for storage or occupancy lands. 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 property applied rigid celllmg they should be braced of a 20-0-0 maximum spacing of 10'-0' a a Connector 20-0-0 plates shall be manufactured from 20 gauge hot 1 2 3 5 6 dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown. 6 00 -6 0000 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing h In confommnce with the fabricators plans and to realize n continuing responsibility for such vert- flcrllon Any discrepancies ate to be put in writing before cutting or fabrication. Plates slmll not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both Tam of the truss with nalb fully Imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate Is 6" wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based an the form shown and may need to be increased for certain hnnd- Iing and/or erection stresses This truss h not to be fabricated with fire retardant treated lumber unless otherwise shaven. For additional Infommllon an Quality Control refer to ANSI/TP1 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed inaccordance with -Handling InstaWng & Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and mstallallon to avoid damage. Temporary and permanent bracing for holding masses I"a straight and plumb pos- Mon and for rcshtmg lateral forces shall be designed and installed by others Careful hand- ling is essentlal and erection bmctng Is allays required. Norrml precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professlonal advice shall be sought If needed. Concentration of comlruetlon Imds greater than the design lards shn0 not be applied to truss- at any tram. No lards other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 10-9-2 0-6-6 4X6 5X6 JX4 Jx4 4-IU-U - 5X6 in 13-6-6 3.00 13 00 all 10-6-6 0-6-6 T�r 1 194-0 194-0 11 I I 1 11 10 9 8 1366# 8.00" 1366# 8.00" 1-0 1-0-0 40-0-0 1-00-00 Cd IM11* PLA ES (12) 2X4 (I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1595 Imaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 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 h not erection bracin& wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the butldmg designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provislons must be made to nnchor 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. fTrnss Plate Institute. TPI, h located at 583 D'Onafrio Drive. Madison. Whconsm 537191 Eng. Job: WO: COVK3 Dwg: Truss ID: Al Dsgnr: TLY Clik: Date: 8-13-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o p5r O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 27576- Design. Afmrit Analysis JOB PATH: C.ITEE-LOKUOBSICOVKJ HCS. 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: A2 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D WndLod per ASCE 7-98, C&C, V- 125niph, --=Joint Locations=--_-___ ------=== This design b for an IndWual building BOT CHORDS: 2x4 SP #1 D H- 15.0 ft, 1- 1.00, Exp.Cat. B, Rzt- 1.0 1) 0- 0 0 5) 26- 8- 0 9) 30- 0- 0= component and has been based on Information 2x4 SP #2 2 Bld Type- Enel L. 58.0 ft W- 40.0 ft Truss 2) 6- 8- 0 6) 33- 4- 0 10) 20- 0- 0 provided by the ellent- The designer disclabrs WEBS: 2x4 SP #3 in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 3) 13- 4- 0 7) 40- 0- 0 11) 10- 0- 0 any responsibility for damages as a mutt of faulty or Incorrect Information, speclflmllors 2x4 SP #2 3,5 Impact Resistant Covering and/or Glazing Req 4) 20- 0- 0 8) 40- 0- 0 12) 0- 0- 0 and/or designs fumtshedtothe truvdeslgur SLIDERS • 2X4 SP #2 ----MAX. REACTIONS PER BEARING LOCATION----- bythe Client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loe Vert Horiz Uplift Y-Loc Type If this information as It may relate to a spe- L,/999 Support 1 894# 0- 4- 0 1366 61 -894 BOT PIN cBlc project and accepts no responsibility or L--0.46" D--0.48" T--0.94" Support 2 967# 39- 8- 0 1366 0 -967 BOT H-ROLL exercises no control with regard to fabnca- lion, handling, shipment and Installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION: trusses This truss has been designed as an T= 0.68" ..TC... FORCE... CSZ ..BC... FORCE ... CSI 1ndMduaI building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3897 0.90 12- 0 2051 0.53 ANSI /TPI1.1995and NDS-97tobeincorporated T- 0.34" 2- 3 -3634 0.89 0-11 3502 0.93 as pan of the building design by a Building 3- 4 -2777 0.60 11-10 3172 0.94 Designer (registered architect or professional RMB - 1.15 4- 5 -2777 0.61 10- 9 3170 0.96 engil- 1. When reviewed for approval by the building designer. the design loadings shown 5- 6 -3630 0.88 9- 0 3498 0.92 must be checked to be sure that the data shown 6- 7 -3893 0.89 0- 8 2049 0.53 arc in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied Inds Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) an continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced Laterally by a property applied ngld ce(Ing, they should be braced ■t a 20-0-0 maximum spacing of Ia4r o.c. Connector 20-0-0 plates shall be manufactured from 20 gauge hot 5 6 dipped galvantzed steel meeting ASTM A 6M. Grade 40. unless otherwise shown. I Q 0 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responslbWly for such veri- fication. Any discrepancies are to be put In writing before cutting or fabric tlon. Plates shall not be Whiled over knotholes. knots or distorted grain. Members shall be cut for tight filing wood to wood bearing Can. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Jotnl unless otherwise shown. A 5x4 plate Is 5' wide x 4• long A 6x8 plate is 6• wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector pine sizes are mininaum sizes based on the form shown and may need to be Increased for certain hand- 8ng and/or erection stresses. This lass 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 NI bracing and erecllon recommendations are to be followed in accordance with -Handling Installing A Bracing% H18-91 Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a stmlght and plumb pos- Illon and for resting lateral form shall be designed and installed by others Careful hand- U ng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominobng. The supervision of erection of trusses shall be under the control of pe= experienced in the installation of tr saes. professional advice shall be sought U needed. Concmtmtlon of construction loads greater Ihan the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to truss- until after all fastening and bracing is completed. 10-9-2 0-6-6 4X6 lam- 13-6-6 3.00 I -ei 13 01�-- 9-5-0 D 194-0 194-0 11 11 1 9 8 1366N 8.00" 1366N 8.00" 1-0-0 40-0-0 �1'0-00 CCf�A ES (20) 2X4 (I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A2 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sbnikar bracing TIC Dead 7.0 psf DurFae - Plt: 1.25 SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown s for lateral truss to buck) length. BC Live 0.0 f pS O.C.Spacing: 24.0" P 9 (407) 321-0064 fax (407) 321-]913 support of members on reduce provisions must be Pro only tali lit made to anchor Lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracingof the overall structure may be required. (See HIB-91 ofTPII. pis Code Desc: FLA LICENSE #0050068 (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDOXI-32768 TOTAL 33.0 psf V:09.05.02- 27577- ; Design: Afasrfs Analysis JOB PATH: C:ITEE-LOKVOBSICOVK3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: A3 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CeC, V= 125niph, _________=====Joint Locations =====_______... This design is for an Individual building 2x4 SP #2 D 1,5 H= 15.0 ft, I= 1.00, EXp.Cat. B, Kzt= 1.0 1) 0- 0- 0 6) 27- 4- 0 11) 20-10- 8 component and has been based on Information BOT CHORDS: 2x4 SP #2 Bld Type. Enel L. 58.0 ft W= 40.0 ft Truss 2) 6- 4- 0 7) 33- 8- 0 12) 19- 1- 8 provided by the client. The designer disclaims 2x4 SP #1 D 1,5 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 12- 8- 0 8) 40- 0- 0 13) 9- 6-12 any responsibWty for damages as a result of WEBS: 2x4 SP #3 Iaipact Resistant Covering and/or Glazing Req 4) 19- 0- 0 9) 40- 0- 0 14) 0- 0- 0 faulty or Incorrect Inforrratbn, specifications and/or designs furnished to the truss designer 2x4 SP #2 3,7 5) 21- 0- 0 10) 30- 5- 4 by the client and the correctness or accuracy SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE- - - - -MAX. REACTIONS PER BEARING LOCATION- - - - - of this inforn tuon as it may relate to n spe- MAX LIVE LOAD DEFLECTION: Support 1 955# X-LOW Vert Horiz Uplift Y-LOC e clflc project and accepts no responsibility or L/994 at JOINT #12 Support 2 995# 0- 4- 0 1365 61 -955 BOT PINp exercises no control with regard tofabrim- L=-0.47" D=-0.48" T=-0.95" 39- 8- 0 1365 0 -995 BOT H-ROLL lion. handling, shipment and ndoof trovnrsam es. This designed a MAX HORIZONTAL TOTAL LOAD DEFLECTION: as an ..TC...FORCE ... CSI ..BC ... FORCE ... CSI individual budding has in accordance with T= 0.69" 1- 2 -3882 0.90 14-' 0 2054 0.52 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3651 0.91 0-13 3484 0.94 m part of the building design by a Budding T= 0.34" 3- 4 -2866 0.70 13-12 3224 0.95 Designer (registered architect or professional eneed. when reviewed for approval by the RMB = 1.15 4- 5 -2513 0.50 12-11 2508 0.62 ngt budding designer. the design loadings shown 5- 6 -2869 0.71 11-10 3223 0.94 must be checked to be sure that the data shown 6- 7 -3649 0.91 10- 0 3484 0.94 are In agreement with the local budding codes. 7- 8 -3882 0.90 0- 9 2053 0.52 local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, true has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a pmpxrly applied rigid telling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot 19-0-0 2-0-0 19-0-0 dipped gahani d steel meeting ASrM A 653. 1 2 3 6 7 8 Grade 40. unless otherwise shown FABRICATION NOTES r 6.00-6.00 Prior to fabrication, the fabricator shall review 5X6 5X6 this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- fimLlon Any discrepancies arc to be put In writ ing before cutting or fabrication. Plates shall not be installed over knotholes. 3X4 3X4 knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fan of the truss with nods fully Imbedded and shad be sym. about the joint unless otherwise shown. A 10-3-2 10-0-6 5o4 plate is 5- wide x 4' long. A 6X8 plate is 6- 6X8 6 2 6X8 wide x 8- long Slots (holes) run parallel to the plate length speedled. Double cuts on web 6X 12 members shall meet at the centrold of the webs unless otherwise shown Connector plate size 0-6-6 are minimum sizes based on the forces shorn 6X8 6X8 0-6-6 and may need to be increased for certain hand- ling and/or erection stresses. This truss is not 3X4 3X4 to be fabricated with fire retardant treated 11 lumber unless otherwise shown. For addillonal 5X6 3X4 4-7-6 3X4 5X6 Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendatlons are to be followed In accordance with -Handling Instaldng 6 Bmctng'. HI13-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding tnlnses In a straight and plumb pm- Ition and for resisting lateral forces sho8 be designed and Installed by others Careful hand- ling is essential and erection bracing is allays required Normal precautionary action for trusses requires such temporary bmeing during Installation between trusses to avoid toppling and dominoing. The supervision of erecuon of trusses shall be under the control of persons experienced in the Instnllation of trusses. Professional advice shag be sought B needed. Concentration of construction loads 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 troves unW after all fastening and bracing is completed. 3.00 IL 3.00 0-8 18-5-8 -9-0 18-5-8 11 111 13 112 I1 10 9 11366N 8.00" 1366# 8.00" 40-0-0 (RO-1_� (RO-I1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A3 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not ereuslon bracing, wind bracing. portal bmcing or slmdar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is apart of the building design and which must be considered by the budding designer. Bracing is for lateral truss buckling length. Provisions BC Live 0.0 psf ,, O.C. $ scan 24.0" Spacing: (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce must be made to anchor lateral bmcmg at ends and specified locations determined by the budding designer. BC Dead 10.o f Design Criteria: TPI TOMAS PONCE P.E. Additional bractngof the overall structure may be required. (See HIB-9lof TPd. Code Dese: FLA LICENSE #0050068 rituss Plate Instltule. TPI. is located al 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNFSBA DP-OVIEDO.n.32766 TOTAL 33.0 Psf V:09 05,02- 27578- Design: Afmrir Arldfysis JOB PATH: C-ITEE-LOKlJOBS1COt'K3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: A4 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CBC, V= 12 ===Joint Locations. ---- This Sigh,_ design is for on Individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, EXP.Cat. B, Xzt= 1.0 = 1) 0- 0- 0 6) 28- 8- 0 11) 22-108 component and has been based on information 2x4 SP #1 D 1,5 Bld Type. Enel L= 58.0 ft W= 40.0 ft Truss 2) 5- 8- 0 7) 34- 4- 0 12) 17- 1- 8 provided by the client. The designer disclaims WEBS: 2x4 SP #3 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 11- 4- 0 8) 40- 0- 0 13) 8- 6-12 anyresponsibilityincorrect for damage ass resultof2x4 SP #2 5 Impact Resistant Coverig and/or Glazig Req 4) 17- 0- 0 9) 40- 0- 0 14) 0- 0- 0 foully or Incorrect lnished tlothn. specificationssdesigSLIDERS: 2x4 SP #2 and/or designs furnished (n the truss designer 5) 23- 0- 0 10) 31- 5- 4 by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as It may relate to a ape- L/999 Support 1 987# X-Loc Vert Horiz Uplift Y-Loc Type cinc project and accepts no responsibility or L=-0.46" D=-0.47" T=-0.93" Support 2 1019# 0- 4- 0 1366 61 -987 BOT PIN exercises no control with regard to fabrlca- MAX HORIZONTAL TOTAL LOAD DEFLECTION: lion, handling, shipment and installation of T= 0.67" 39- 8- 0 1366 0 -1019 BOT H-ROLL trusses This trttss has been designed as an .. TC... FORCE... CSI ..BC FORCE... CSI individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3832 0.98 14- 0 2059 0.51 ANSIrM 1.1995 and NDS-97 to be Incorporated T= 0. 33" 2- 3 -3662 0.80 0-13 3430 0.96 as part of the building design by a Budding 3- 4 -3102 0.67 13-12 3316 0.96 Designer (registered architect or professional RMB = 1.15 englneed. When reviewed for approval by the 4- 5 -2735 0.53 12-11 2733 0.63 building designer. the design loadings shown 5- 6 -3104 0.69 11-10 3316 0.95 must be checked to be sure that the data shown 6- 7 -3661 0.81 10- 0 3430 0.96 are in agreement with the local building codes. 7- 8 - 3832 0.98 0- 9 2058 0.51 local climatic records for wind or snow loads. project specification or special applied loads Unlesa shown, truss has not been designed for stomgc or occupancy loads. The design assumes compression chords (Lop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigd ceiling. they should be braced at a maximum spacing of 10'-0- o c. Connector plat" shall be manufactured from 20 gauge hot dipped galwnized steel meeting ASTM A 653. 17-0-0 6-0-0 17-0-0 Grade 40. unless otherwise shun. l 2 6 FABRICATION NOTES Prior to fabrication, the fabricator shall review 0 3 7 8 Q this drawing to verify that this drawing is in conformance with the fabricator's plans and to 5X6 5X6 realize a continuing responsibility for such veri- flcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plat" shall not be Installed over knotholes. knots or distorted gram. Members shall be cut 3X4 3X4 for light Hllmg wood to wood bearing. Con- nector plales shall be located on both faces of the truss with nails fully onbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate is 8- 9-3-2 9-0-6 wide x e- long. Slog (holes) run parallel to 6X8 6X12 6X8 the plate length specified. Double cuts on web 6X 12 members shall meet at the centraid of the webs unless otherwise shown. Connector plate sizes 0-6-6 are minimum slz" based on the fort" shown 0-6-6 and may need to be Increased for certain hand- 6X8 6X8 ling and/or erection stresses. This truss is not 1 to be fabricated with fire retardant treated 3X4 3X4 3X4 TT lumber unless otherwise shown. For additional 5X6 4-1-6 3X4 y information on Quality Control refer to 5X6 ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Irslallmg & Bmctng-, 1118-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilbn and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during mstaItalian between trusses to avoid toppling and dommomg. The supervision d creches" of trusses shall be under the contra( of persons experienced In the WInllallon of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No I=& other than the weight of the erectors shall be appled to trusses until after oil fastening and bracing I, completed 3.00 I 0-8 1 3.00 080 16-5-8 5-9-0 16-5-8 11 13 q12 11 10 9 1367# 8.00" 1366# 8.00" 1-0-0 (11i1�- r 40-0-0 10-0 Res - (I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bmctng which is o pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of buss members only to reduce buckling length. Provisions must be made to anchor lateral bmcmg at ends and specified locations determined by the building designer. Additional bracing of the werall structure may be required. (See HIB-91 of TPI). (Tess Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: COVK3 Dwg: Truss ID: A4 Dsgnr: TLY Chk: Date: 8-13-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 27579- Design: Afmrir Annlyris JOB PATH: C:ITEE-LOKVOBSICOVK3 HCS.• 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: A5 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 wndLod per ASCE 7-98, Cr<C, V. 125aiph, _________=====Joint Locations=== = This design is for an Individual building BOT CHORDS: 2x4 SP #1 D H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 6) 25- 0- 0 11)32- 5e=4= component and has been based onlnfonnatlun 2x4 SP #2 2 Bld Type- Enel L= 58.0 ft W. 40.0 ft Truss 2) 5- 0- 0 7) 30- 0- 0 12) 24-10- 8 provided by the client. The designer disebbns WEBS- 2x4 SP #3 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 10- 0- 0 8) 35- 0- 0 13) 15- 1- 8 sult any rons incorrect infonnnllon, specifications ordamre faulty orr incorrect 2x4 SP #2 5, Impact Resistant Covering and/or Glazing Req 4) 15- 0- 0 9) 40- 0- 0 14) 7- 6-12 and/or designs furnished to the truss designer SLIDERS: 2x4 SP #2 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 by the cllentand the correctness oraccuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- ofma this Infortlon as it may relate to a spe- L/999 Support 1 1004# X-Loc Vert Horiz Uplift Y-Loc Type elite project and accepts no responsibWty or L=-0.44" D=-0.46" T=-0.90" Support 2 1036# 0- 4- 0 1366 92 -1004 BOOT PIN exercises no control with regard to fabrtta- tion,handling. shipment and installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION: 39- 8- 0 1365 0 -1036 BOT H-ROLL trusses. This"" has bcendesignedasan T= 0.63" ..TC...FORCE ... CSI ..BC ... FORCE ... CSI Individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3736 0.91 15- 0 2063 0.49 ANSI= I-1995 and NDS•97 to be Incorporated T= 0.31" 2- 3 -3632 0.70 0-14 3329 0.95 as pan of the building design by a Building 3- 4 -3322 0.65 14-13 3390 0.74 Designer (registered architect or professional RMB = 1.15 4- 5 -2940 0.50 13-12 3088 0.87 engineerl. When reviewed for approval by the building designer. the design loadinp shown 5- 6 -2939 0.50 12-11 3389 0.74 must be checked to be sure that the data shown 6- 7 -3321 0.67 11- 0 3328 0.95 am In agreement with the 1=1 building codes. 7- 8 -3631 0.70 0-10 2062 0.49 local climatic records for wind or snow loads, B- 9 -3735 0.93 project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy lands The design assumes compression chords (top or bollom) are mnlinu- 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 naxlmum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. , FABRICATION NOTES Prior to fabrieaUon. the fabricator shag review this drawing to verify that this drawing is In confonnnnce with the fabricator's plans and to realize a continuing responsibility for such veri- ncalion. Any diserepancles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knoll or distorted grain. Members shag be cut for tight aping wood to wood bearing. Con - nectar plates shall be located on both faro of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown A 5x4 piste is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the centmtd of the webs unless otherwise shown Connector plate sizes are mInl num sizes based on the forces shorn and may need to be Increased for certain hand- ling and/or erection stresses This thus is not to be fabricated with We retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are rbe followed In accordance with -Handling tnlling & Bmcing-• HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding lnmes In a straight and plumb pos- ition and for rests" lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toPPg^R and dominoing. The supervision of erection of trusses shag be under the control of persons experlenced In the installation of trusses. Professional advice slag be sought If needed. Commntmtlon of construction loads greater than the design loads shall not be applied to trusses at any time, No loads other than the weight of the erectors shall be applied to trusses untilafter all fastening and bracing I, completed. 15-0-0 10-0-0 k 15-0-0 Ilk 1 2 3 1 5 7 8 0 5X6 3X4 5X6 0 NAD ____ J-i-u J^y 5X6 8-0-6 0-6-6 T7� I 3•00 I 13.00 0-8 14-5-8 9-9-0 14-5-8 11 14 1 1 1 1 0 1366# 8.00" 1366# 8.00" 1-0-0 14 I 40-0-0 �1-0�0 (R0-11-11) I (1 RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A5 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shown an this drawing is not erection bracing. wind bracing. portal bracing or stmaar bracing TC Dead 7.0 Psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407)321-3913 which is ■ part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members on to reduce buckling length Provisions must be PPo H g rt BC Live 0.0 f Ps O.C. Spacing: 24.0" p g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addwonalbracing ofthe overall swetummayberequired. (See HIB-91of TPI). BC Dead L0.0 r Ps Design Criteria: TPI LICENSE #0050068 ffruss Plate Institute. TPI• is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). A Code Desc: FLA loos VANNESSA DROVIEDOXI-32766 TOTAL 33.0 Psf V:09.05.02- 27580- ; Derian: Afarrir ,liudyrii JOB PAIN: CATEE-LOKU0851COVK3 HCS: oR 2002 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: A6 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125niph, _________=====Joint Locations===== ........ __ This design is for an Individual building BOT CHORDS: 2x4 SP #2 D H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 31- 4- 0 13) 26-10- 8 component and has been bosed on inlonnatlon 2x4 SP #2 2 Bld Type- Enel L= 58.0 ft W= 40.0 ft Truss 2) 4- 4- 0 8) 35- 8- 0 14) 20- 0- 0 provided by the client. The designer disclaims WEBS: 2x4 SP #3 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 8- 8- 0 9) 40- 0- 0 15) 13- 1- 8 any responsibility for damages as a result of faulty or Incorrect Information. specifications 2x4 SP #2 6,8 Iaipact Resistant Covering and/or Glazing Req 4) 13- 0- 0 10) 40- 0- 0 16) 8- 8- 0 and/or designs furnished to the tmss designer SLIDERS: 2x4 SP #2 5) 20- 0- 0 11) 35- 8- 0 17) 4- 4- 0 by the client and the comectnessoraccuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 27- 0- 0 12) 31- 4- 0 18) 0- 0- 0 Of this bdonnauonasitmay miatetoaspe- L/999 Support 1 1007# ----MAX. REACTIONS PER BEARING LOCATION ----- cl0cpmjectand ncceptsnoresponsibility or L=-0.42" D=-0.43" T=-0.85" Support 2 1042# X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrta- lion, handling. shipment and InstaBatlon of MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1365 92 -1007 HOT PIN trusses. This lrtushas been designed asan T= 0.56" ..TC...FORCE ... CSI ..BC... FORCE ... CSI 39- 8- 0 1366 0 -1042 BOT H-ROLL individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3364 0.66 18- 0 1944 0.59 ANSI/TPI I-1995 and NDS-97 to be incorporated T= 0. 28" 2- 3 -3805 0.60 0-17 2961 0.94 as part of the building design by a Building 3- 4 -3485 0.57 17-16 3089 0.93 Designer (registered architect or professional RMB = 1.15 4- 5 -3596 0.71 16-15 3494 0.69 engineer). When reviewed for approval by the building designer. the design loadings shown 5- 6 -3596 0.71 15-14 3095 0.73 must be checked to be sure that the data shown 6- 7 - 3486 0.59 14-13 3096 0.73 are In agreement with the local building codes. 7- 8 -3805 0.62 13-12 3495 0.69 local climatic records for wind or snow loads. 8- 9 -3364 0.68 12-11 3089 0.93 project specifications or special applied loads. 11- 0 2962 0.94 Unless shown. truss has not been designed for storage or occupancy (cods. The design assumes 0-10 1944 0.59 compression chords (top or bottom) arc wnttnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ore not fully braced laterally by a properly applied rigid celling. they should be braced at a maximum spacing of 10'-0- o e Connector plates shall be manufactured from 20 gauge hot dipped galvant=d steel meeting ASIM A 653. Cmde 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 fobricators plans and to mnllu a continuing responsibility for such veri- Hallon. Any discrepancies are to be put In waiting before cutting or fabrication. Plates shall not be Installed over knotholes. knoll or distorted gmin. Members shall be cut for tight filling wood to wood baring. Con- nector plat" shall be located on both faces of the taus with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate siw are minimum sizes based on the form shown and may need to be Increased for certain hand- U ng and/or erection stresses. This truss is not to be fabricated with fire retardant )rated lumber unless otherwise shown For addlilonal infonnnllon on guallty Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and eteetion recommendations are to be followed In accordance with "Handling Installing a Broctng% HIB-91. Trusses ate to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bmeing for holding trusses In a straight and plumb pos- LLlon and for 71,ttng lateral form shall be designed and WtoBed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I- 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 lads shall not be appled to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is compleied. 13-0-0 k 14-0-0 k13-0-0 Ilk 1 2 3 5 7 8 6.00 7-3-2 0-6-6 5X6 2X4 5X6 6.00 ..._.. JA4 anu 3X4 3.00 1 0-8 13.00 7-0-6 0-66-6 T71 I 080 12-5-8 13-9-0 12-5-8 11 17 16 15 14 13 12 11 0 1366f/ 8.00" 1366N 8.00" 1_-0-0-# _� (Ro-11-11) �I r 40-0-0 �(RO- I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.R02766 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 truss members only to reduce buckling length. Pmvislons must be made to anchor laleml bracing at ends and specNed locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: COVK3 Dwg: Truss ID: A6 Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf - V:09.05.02- 27581ii Drttgn: Afarnr Anafysn JOB PA77f: CATEE-L0KV0BSIC0VK3 HCS. 08.20.02 I I JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: A7 ATY:1 DESIGN INFORMATION This deign is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsl6Wly for damages as o result of faulty or Incorrect Infonnntlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It my relate to a spe- cMc project and accepts no responsibility or exercise no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been deigned as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated a part of the building deign by a BuLlding Designer (mptcmd amhllccl 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 total 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 campresslon chords Itop or bottom) are contlnu- ously braced by sheathing unless otherwise specified Where bottom chords In tervlon are not fully braced laterally by ■ property applied rigid ceiling, they should be braced at a maxbnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahvanlz<d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In confor-rice with the fabricators plans and to malls a continuing responsibility for such verl- ficallon. Any discmpancles art to be put In willing before cutting or fabrication. Plates shall not be Installed over knotholes• knots or distorted grain. Members shall be cut for light fitting wood to wood bearing Con- nector platles 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 pLite is 5' wide x 4' long. A 6X8 plate is 6' wide x 8- long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes ate minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses Thistruss isnot to be fabricated with fire retardant treated lumber unless otherwise shown. For oddillonal Information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rtcomm-dallons art to be followed in accordance with 'Handling I nslaWng A Bracing', HIB-91. Trusses are to be handled with particular cart during banding and bundling. delivery and Wtallallon to avoid damage. Temporary and permanent bracing for holding lrwses in a straight and plumb pos- Itlon and for resisting lateral force shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during installation between trusses to ovoid LoPPD"g and dominabtg The supervision a(erettbn of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Content ration of construction loads greater than the design Inds shall not be applied to I-.- at any It11 loads other than the weight of the c""ars shag 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 2x4 SP #2 6,8,10 SLIDERS: 2x4 SP #2 MAX LIVE LOAD DEFLECTION: L/999 L=-0.45" D=-0.47" T=-0.92" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.57" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" RMB = 1.15 T 0-8 WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Types, Encl L. 58.0 ft W. 40.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1040# Support 2 997# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3192 0.60 20- 0 1884 0.63 2- 3 -3799 0.56 0-19 2790 0.91 3- 4 -3639 0.52 19-18 2937 0.93 4- 5 -4013 0.63 18-17 3510 0.70 5- 6 -4035 0.62 17-16 3238 0.70 6- 7 -4035 0.63 16-15 4042 0.84 7- 8 -3639 0.52 15-14 3238 0.70 8- 9 -3800 0.56 14-13 3511 0.71 9-10 -3192 0.58 13-12 2937 0.93 12- 0 2791 0.91 0-11 1884 0.63 ===== _____=====Joint Locations==_=________ 1) 0- 0- 0 8) 32- 8- 0 15) 23- 0- 0 2) 3- 8- 0 9) 36- 4- 0 16) 17- 0- 0 3) 7- 4- 0 10) 40- 0- 0 17) 11- 1- 8 4) 11- 0- 0 11) 40- 0- 0 18) 7- 4- 0 5) 17- 0- 0 12) 36- 4- 0 19) 3- 8- 0 6) 23- 0- 0 13) 32- 8- 0 20) 0- 0- 0 7) 29- 0- 0 14) 28-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 -105 -1040 BOT PIN 39- 8- 0 1365 0 -997 BOT H-ROLL 11-0-0 k 18-0-0 k 11-0-0 Ilk 1 2 3 1 5 1 8 9 1 0 5X6 3X4 6X8 5X6 ...-� 3X4-•-- a�+y ono 3X4 3.00 I I 3.00 T 6-0-6 a6-6 T7� I 10-5-8 k 17-9-0 k 10-5-8 i2 19 18 1 16 15 14 13 12 1 1366N 8.00" 1366N 8.00" 1-0-0 in (RO-11-11) 1 40-0-0 { 1-0 - (I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321.0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFS.SA DROVIEDO.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 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 locutlorts determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719) Eng. Job: WO: COVK3 Dwg: Truss ID: A7 Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V70-05.02- 27582- ; Design: Afdint Aiwlf sis JOB PATH: CATEE-LOKIJOBSICOVK3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: A8 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125u1ph, __=====eve000.Joint Locations .... =o========o This design is for an Individual building 2x6 SP #2 2,3 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 31- 0- 0 13) 25- 6- 0 component and has been based on Information BOT CHORDS: 2x4 SP #2 D Bld Type. Encl L. 58.0 ft W. 40.0 ft Truss 2) 4- 6- 0 8) 35- 6- 0 14) 20- 0- 0 provided by the client. The designer disclaim 2x6 SP #2 2,3 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9- 0- 0 9) 40- 0- 0 15) 14- 6- 0 anyresponsibilityinslrrecttformtinosaresutiof faulty or incorrect Information, specNotmns WEBS: 2x4 SP #3 Impact Resistant Covering and/or Glazing Req 4) 14- 6- 0 10) 40- 0- 0 16) 9- 1- 8 and/or designs furnished to the truss designer SLIDERS- 2x4 SP #2 5) 20- 0- 0 11) 35- 6- 0 17) 4- 6- 0 by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 25- 6- 0 12) 30-10- 8 18) 0- 0- 0 If this information as it may relate to a ape- L/950 at JOINT # 5 Support 1 1026# ----MAX. REACTIONS PER BEARING LOCATION----- cificprojcctandacceptsnoresponsibWtyor L=-0.49" D=-0.50" T=-0.99" Support 2 1062# X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrica- lion. handling, shipment and Wtnllatlon of MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1366 85 -1026 BOT PIN trusses. This truss has been designed asan T= 0.53" ..TC... FORCE ... CSI ..BC... FORCE ... CSI 39- 8- 0 1366 0 -1062 BOT H-ROLL individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3382 0.68 18- 0 1952 0.59 ANSI/TPI 1.1995 and NDS-97 to be tncorporated To 0.26" 2- 3 -3892 0.67 0-17 2979 0.96 as pan of the building design by a Building 3- 4 -4742 0.48 17-16 3111 0.97 Designer (registered architect or professional RMB = 1.15 4- 5 -5180 0.49 16-15 3483 0.58 engineer). When reviewed for approval by the building designer. the design loadings shown 5- 6 -5180 0.49 15-14 4810 0.74 must be checked to be sure that the data shown 6- 7 -4742 0.48 14-13 4810 0.74 are in agreement with the local building codes. 7- 8 -3892 0.68 13-12 3483 0.58 local climatic records for wind orsawloads. 8- 9 -3382 0.69 12-11 3111 0.97 project specifications or special applied bads. 11- 0 2979 0.96 Unless shown, truss has not been designed for storage or occupancy lads. The design assumes 0-10 1952 0.59 compression chords Ilop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a property applied rigid ceiling. they should be braced at o ma rtmurn spacing of 10'-T o c. Connector plates shall be manufactured fram 20 gauge hot dipped gnwnlud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that this dmwmg b In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed wet knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing Can- nector plates shall be located on both faces of the truss with nnBs fully Imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide z 4' long. A 8x8 plate Is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the well unless otherwse shown. Connector plate sizes are minimum sizes based an the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not in be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling I nstnWng ✓! Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essenllal and erection bracing s allays required. Normal precautionary action for lasses requires such temporary braring during Installation between trusses to avoid toppling and dominoing The supervision of erection of busses shall be under the antral of persons experienced in the Installation of trusses. Profess tonal advice shall be sought If needed. Concentration of construction loads greater Ihnn the design Inds shall not be applied to masses at any lane. No loods other than the welght of the erectors shall be applied to trussess until offer ail fastening and bracing s completed. 9-0-0 k 22-0-0 k9-0-0 Ilk 1 2 3 5 6 8 9 Q 6X12 4X6 8X10 4X6 6X12 T 5-3-2 0-6-6 JA4 anu 3X4 3.00 I 0-8 I 3.00 T 0-6-6 5-0-6 080 8-5-8 21-9-0 8-5-8 II 17 16 15 14 13 1 11 A01 1366# 8.00" 1366# 8.000"1-0-0 1-0-0 id (Res 11 r coo-o-o (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP-OVIEDO.fL327a8 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends end specified locations determined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI). frruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wscorsin 53719). Eng. Job: WO: COVK3 Dwg: Truss ID: A8 Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 Psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 .0 02- 27 83- 1 Design. Afafrir Andfyris JOB PATH: C:ITEE-LOKVOBSICOVK3 HCS: 08.20.02 DESIGN INFORMATION lhs design is for an individual building component and has been based on Information provided by the client The designer disclao" any responsibWty for damages as a result of faulty or Incorrect Information, specifications sand/or deslpas fumished to the truss designer by (tie client and the correctness or accuracy of this information as It may relate to ■ spe- clne project and accepts no responsibility or exereses no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an IndMdual 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 gl enneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data sh- am In agreement with the local building codes. local cllmatic records for wind or snow loads, Project specifications or special applied loads. Unless shown. Uuss has not been designed for storage or occupancy loods The design assumes compression chords (top or botlam) are contlnu- ousy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celWag, they should be braced at a maximum spacing of 10'-(- o e. Connector plates shail be manufactured from 20 gauge hot dipped galvanized steel meeting AM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabriallon, the fabricator shall review this drawing to verify that this drawing Is In conformance with the Fabricator's plans and to realize a continuing responsibility for such ver- flcolbn. Any dbcrepnncln are to be put In writ Ing before culling or fabrication. Plalea shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector poles shall be looted on both far of the truss with nails fully imbedded and shall be sym. about lhejotnt unless ohervse shown A 5x4 plate B 5- wide x 4- long A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are ml:mInaum strum 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 nm retardant treated lumber unless otherwise shown For additional Information an Quality Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing 6 Bmcing'. HIB-91. Trusses act to be handled with particular are during banding and bundling. delivery and installation to avoid damage Temporary and permanent bracing for holding truces In a straight and plumb pm - Ilion and for misting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautlorury, action for trusses requires such temporary bracing during Installation between trusses to amid toppling and dominobag. The supervision of erection of muses shall be under the control of persons experienced In the installation of lasses. Professional advice shag be sought If needed. Cone ntrallon of construction loads greater than the design bads shag not be applied to trusses at any time. No loods other than the weight of the erectors shag be applied to trusses until after oil fastening and bracing is completed. JB: COVINGTON K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W- 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.46" D=-0.48" T=-0.94" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB - 1.15 T 4-3-2 0-6-6 WO: COVK3 WE: This 3-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC 3-PLY TRUSS[ fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1129# Support 2 1130# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6846 0.30 20-19 5973 0.61 2- 3 -9337 0.36 19-18 6431 0.63 3- 4 -12885 0.22 18-17 9051 0.48 4- 5 -15112 0.25 17-16 13273 0.70 5- 6 -15305 0.26 16-15 15264 0.77 6- 7 -15305 0.25 15-14 13275 0.70 7- 8 -12887 0.22 14-13 9054 0.48 8- 9 -9340 0.36 13-12 6433 0.63 9-10 -6849 0.30 12-11 5976 0.61 TI: A9 ATY:3 ...... = __=__=====Joint Locations=== ==__________ 1) 0- 0- 0 8) 33- 0- 0 15) 22- 7- 3 2) 3- 8- 7 9) 36- 3- 9 16) 17- 4-13 3) 7- 0- 0 10) 40- 0- 0 17) 12- 2- 6 4) 12- 2- 6 11) 40- 0- 0 18) 7- 4- 8 5) 17- 4-13 12) 36- 3- 9 19) 3- 8- 7 6) 22- 7- 3 13) 32- 7- 8 20) 0- 0- 0 7) 27- 9-10 14) 27- 9-10 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 33- 0- 0 TC Vert L+D -46 33- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 33- 0- 0 BC Vert L+D -20 33- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 33- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- --Loot Vert Horiz Uplift Y-Loc Type 0- 4- 0 2805 0 -1129 BOT PIN 39- 8- 0 2806 0 -1130 BOT H-ROLL 3-PLYS REQUIRED 7-0-0 k26-" 7-0-0 1 2 4 5 6 7 9 1 5X6 3X8 3.00 [ Mill 6X8 6X8 1OX10 6X8 1OX10 13.00 5X6 3X8 T 0-6-6 4-0-6 0-8-0 _ � � _ I 10-g_0 �- 6-8-8 25-3-0 6-8-8 1id 19 18 17 16 15 14 1 12 1 2806# 8.00" 2807# 8.00" 1 40-0-0 1 1-0-0 (RO-11-11) 430N j 430N I (RO-11-11) EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 LMaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: COVK3 Truss ID: A9 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of lam members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.Omm p scg TOMAS PONCE P.E. made to anchor lateml bracing at ends and specified batons determined by the building designer. Addgbnalbracingar the merailswcturemay berequired. (See HIB-91ofTPI) BC Dead 10.0 r . pis Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI, is looted at 583 D'Onofno Drive. Madison. Wisconsin 537191 Code Dese: FLA IODS VANNFSSA DR.DWLDO.FL32788 TOTAL 33.0 psf V-09.05.02- 27584- Design: Alathr Anah'sis JOB PATH: C:ITEE-LOKUOBSICOVKJ HCS: 08.2002 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: B3 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V= 125Diph, __________====,joint Locations=====__________ This design ls for an Individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 6) 27- 4- 0 11) 22- 5-12 component and has been based on Information WEBS: 2x4 SP #3 Bld Type= Encl L. 58.0 ft W= 40.0 ft Truss 2) 6- 4- 0 7) 33- 8- 0 12) 20-10- 8 provided by the client. The designer dbclabns ony responsibility for damages as aroult of 2x4 SP #2 3 in END zone, TCDL= 4 . 2 psf, BCDL= 6.0 P psf 3) 12- 8- 0 8) 90- 0- 0 13) 19- 1- 8 faulty or Incorrect bnformatln.specifications SLIDERS: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 19- 0- 0 9) 40- 0- 0 14) 9- 6-12 and/or des) furnished to the truss designer tin-+5) MAX LIVE LOAD DEFLECTION: 21- 0- 0 10) 30- 5- 4 15) 0- 0- 0 by the client and the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- of this Information as It may relate to a spe- L=-0.07" D=-0.07" T=-0.14" Support 1 466# X-LAC Vert Horiz Uplift Y-Loe Type cLilc project and accepts no responsibility or r emlses no control with regard to fabrtca- MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 1140# PPo 0- 4- 0 640 61 -466 BOT PIN Ilan, handling. shipment and WlnLiallon of T= 0.05" Support 3 366# 22- 5-12 1773 0 -1140 BOT H-ROLL busses Thts truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: 39- 8- 0 449 0 -366 BOT H-ROLL Individual building component In accordance with T= 0.02" .. TC... FORCE... CSI .-BC... FORCE ... CSI ANSI/TPI 1-1995 and NDS-97 to be Incorporated 1- 2 -1382 0.31 15- 0 828 0.28 as pan or the building design by Building RMB 1.15 2- 3 -1060 0.44 0-14 1235 0.41 Designer (registered architect or professional englneed. When reviewed for approval by the 3- 4 426 0.39 14-13 647 0.34 building designer. the design loodinp shown 4- 5 608 0.33 13-12 371 0.14 must be checked to be sure that the data shown 5- 6 1131 0.52 12-11 -659 0.19 are In agreement with the 1=1 building codes. 6- 7 -370 0.37 11-10 -441 0.29 1=1 climatic records for wind or snow Inds. project specifications or special applied loads. 7- 8 -718 0.27 10- 0 638 0.33 Unless shown, thus has not been designed for 0- 9 509 0.21 storage or occupancy loads. The design assumes compression chords (top or bottom) art contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigki ceiling. they should be braced at a maximum spacing of 10'-D o c. Connector plates shall be manufactured from 20 gauge hot 19-" -0-0 19-0-0 1 2 3 dipped galvanized steel meeting ASTM A 659. Grade 40. unless otherwise shown. 6 7 $ 00 o FABRICATION NOTES Prior to fabrication, the fabricator shah review 5X6 8X 14 this drawing to verify that this drawing ls In conformance with the fabricators plans and to realize a continuing responsibility for such ven- fimtlon. Any discrepancies art to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. 3X4 3X4 knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector poles shall be located on both faces of the truss with nails fully Imbedded and shall be 10-3-2 synn. about the joint unless otherwise shown A 5r4 t, 5' 4' long A 6x8 u 6- 6X8 10-0-6 ptale wide x plate wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web I I4 61 6X8 members shall meet at the centrold of the webs 5 8 unless otherwise shown. Connector plate sizes based the form 0-6-6 5X 10 6X$ 0-6-6 are minimum sizes on shown . and may need to be Increased for certain hand- 1 6X$ Iing and/or erection stresses. This lnus Is not -1L to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 5X6 3X4 4-7-6 information on QuaLity Control refer to 3X4 5X6 nNs/lvl 1-1995 r 5-0-0 13-6-6 3.00 --01 I't 13 00 12-0-0 1I PRECAUTIONARY NOTES 0-8 NI bracing and erection recommendations art to be followed In accordance with 'Handling _ 18-5-$ -9-0 1$-5-$ WiaWng R Bmcing•. HIB-91. Trusses are to I i 1 14 13 1 11 10 - /� 1 9 be handled with particular can during banding and bundling, delivery and installation to avoid 640# 8.00" r 1774N 4.94� 450# 8.00" damage. Temporary and permanent bracing and plumb pm- for holding trusses N a Lateral be form shalCareful Ilion and for resisting iby 1-0 40-0-0 H LR -0 of designed and WtaLied by others. Carclul hand- CV`J1YIC7 R:) A E$ (36) 2X4 C/L: 22-5-12 I-r(RO-11-11) Ling ls essentialand erection bmctng is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports scale = 0.1595 required. Normal precautionary action for braold ingtop ling trusses non bet een trusuch sses iulallatlon between trnsses to avoid topplingEn WARNING: READ ALL NOTES ON THIS SHEET. g• Job: WO: COVK3 and domhallb. nesupervnt-rot erection not tnusest ans Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B3 ced n the installation vases experienced m the WtsBalbn of muses. Professional advice shots be sought d needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 8-13-03 Concentration of construction loads greater than the design loads shall not be applied to BRACING WARNING: 4005 MARON DA WAY TIC Live 16.0 psr DurFac - Lbr: 1.25 trusses at any time. No bads other than the Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or sbnitar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 which is pan of the building design and which must be considered by the building designer. Bracing lateral BC Live 0.0 m O.C. Spacing: 24.0 is completed. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is 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 cox the be BC Dead 10.0 psf psf Design Criteria: TPI 9 overall structure may required. IS« HIB-91 of Mi. Code LICENSE #0050068 rrm" Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wuconsln 53719). DASC: FLA 1005 vANNFSSA DR.OACDOXI-3276e TOTAL 33.0 psf V:0 05 0 - 2 585- 10 Design: Afairi.r Almlysrs JOB PATH: C.ITEE-LOKVOBSICOVK3 HCS• 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: B4 ATY:I DESIGN INFORMATION This design is for an individual building component snd has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If Ihis Information as It may relate to a spe- clflc project and accepts no respon ilbWty or uemises no control with regard to fabrica- lion, handling. shipment and Installation of trusses. This truss has been designed as an 1ndMduaI building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated a part of the building design by ■ 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 Inds• pmect specifications or special applied loads Unless shown• truss has not been designed for storage or occupancy loods The design assumes canpresslon chords (top or bottom) are conllnu- oosly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgld ceding• they should be braced at a mnxbnum spacing of 10'-C' o.c. Connector plates shad be manufactured from 20 puge hot dipped plvanlzed 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 mnliu n continuing responslbWty for such ver- Hcatbn. Any'discreponcles are to be put in writing before cutting or fabrication. Plata shad not be installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faro of the truss with nulls fully imbedded and shall be sym about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shad meet at the cenlrold of the webs unless otherwise shown Connector plate sbie are minbnum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recomnumdallons are to be followed in accordance with -Handling InstaWng & Bmcing'. HIB-91. Trusses am 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 - Ilion and for resisting lateral forces shag be designed and Installed by others. Careful hand- dng is nsenllal and erecton bmcing is always required. Normal precautionary action for tru- requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of per exp-knred in the Wtallallon of lru,- Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads ds shallnot be applied to tnrasn at any time. No bads other than the weight of the erectors shad be applied to trusses until after oil fastening and bracing 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 1 396# Support 2 1216# Support 3 414# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.05" T=-0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTIONt T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 9-3-2 0-6-6 WndLod per ASCE 7-98, CfC, V. 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W. 40.0 ft Truss in 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 -1036 0.24 15- 0 638 0.21 2- 3 -749 0.31 0-14 923 0.32 3- 4 663 0.37 14-13 390 0.25 4- 5 1155 0.47 13-12 -536 0.16 5- 6 759 0.38 12-11 -622 0.17 6- 7 -680 0.32 11-10 321 0.26 7- 8 -969 0.24 10- 0 863 0.32 0- 9 605 0.20 =_ _... erer-Joint Locations=====_____ .... _ 1) 0- 0- 0 6) 28- 8- 0 11) 22-10- 8 2) 5- 8- 0 7) 34- 4- 0 12) 20- 3- 0 3) 11- 4- 0 8) 40- 0- 0 13) 17- 1- 8 4) 17- 0- 0 9) 40- 0- 0 14) 8- 6-12 5) 23- 0- 0 10) 31- 5- 4 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 529 61 -396 BOT PIN 20- 3- 0 1832 0 -1216 BOT H-ROLL 39- 8- 0 509 0 -414 HOT H-ROLL 17-0-0 k 6-0-0 k 1740-0 Ilk 1 2 3 1 7 8 0 5X6 5X6 6.0 I)AD )A9 NP-a-D 3x4 5X6 W 13-6-6 3. is 529# 8.00" 1-0-0 Cd AYES (44) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 10a5 VANNFS,SA DROVIEDO.i132765 is- 7-1-0 aid 13 00 12-0-0 D 1832# 3.50" 40-0-0 C/L: 20-3-0 1-1995 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 part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified iocallons detenntned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPd. fhuss Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 9-0-6 0-6-6 T7� I 080 1 9 509# 8.00" 10-0 (RO-1 I-11) scale = 0.1595 Eng. Job: WO: COVK3 Dwg: Truss ID: B4 Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psr DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V•0 .05 02- 586- 1 Perign: Afmrir Anafyiii JOB PATH: C.iTEE-LOKUOBSICOVKJ HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: B5 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125niph, _________=====Joint Locations =====_____ = This design is for an Individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I. 1.00, Exp.Cat. B, Xzt= 1.0 1) 0- 0- 0 7) 30- 0- 0 13) 20- 4-12 component and has been based on Information WEBS: 2x4 SP #3 Bld Type- Enel L. 58.0 ft W= 40.0 ft Truss 2) 5- 0- 0 8) 35- 0- 0 14) IS- 1- 8 provided by the client. The designer disebtms 2x4 SP #2 5 in END zone, TCDL= 4.2 sf, BCDL= 6. 0 p8E 3) 10- 0- 0 9) 0- 0- 0 1) 7- 6-1 tyfardaagesasoresultofP any responsibility m4 faulty or Incorrect Information. specificationsSLZDSRS: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 15- 0- 0 10) 0- 0- 0 16) 0- 0- 0 0 and/or design furnished to the thus designer MAX LIVE LOAD DEFLECTION: 5) 20- 0- 0 11) 32- 5- 4 by the client and the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULEi 6) 25- 0- 0 12) 24-10- 8 of this information asItmay relate toaSpe- L=-0.05" D=-0.05" T=-0.10" Support 1 406# ----MAX. REACTIONS PER BEARING LOCATION----- clfic project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION- Support 2 1230# X-Loll Vert Horiz Uplift Y-Loll Type exercises no control with regard to fabrica- tion. handling. shipment and installation of T= 0.04" Support 3 411# 0- 4- 0 537 92 -406 BOT PIN trusses. This truss has been designed as on MAX HORIZONTAL LIVE LOAD DEFLECTION: 20- 4-12 1822 0 -1230 BOT H-ROLL Individual building component In accordance with T= 0.02" ..TC... FORCE... CSI ..BC... FORCE... CSI 39- 8- 0 506 0 -411 BOT H-ROLL ANSI/7In1-1995 and NDS-97 to be incorporated 1- 2 -1084 0.21 16- 0 651 0.20 as part of the building design by a Building RMB = 1. 15 2- 3 -852 0.27 0-15 969 0.25 Designer (registered architect or professional 3- 4 393 0.28 15-14 553 0.26 engineer). When reviewed for approval by the building designer. the design loadings shown 4- 5 1189 0.53 14-13 -333 0.14 must be checked 10 be sure that the data sham 5- 6 1189 0.53 13-12 -422 0.14 are in agreement with the local building codes. 6- 7 492 0.26 12-11 447 0.23 local climatic records for wind or snow lands. 7- 8 -746 0.28 11- 0 872 0.25 project specifications or special applied loads. 8- 9 -981 0.21 0-10 598 0.19 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 ceiling, they should be braced at a maximum spacing of 10'-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped g0mnlzed steel meeting ASTh1 A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabricator shall review this drau" to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ved. Bcatlon Any discrepancies are to be put In writing before cutting or fabrication. Plata shall not be Insafied over knothole. knots or distorted grain. Members shall be cut [or tight filling wood to wood bearing Con- nector plates shall be located on both face of the truss with nats fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5s4 plate is 5' wide x 4- long. A 6x8 plate is 6' vide x 8' long. Slots (holes) run parallel to the plate length Specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mLntm- 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 healed lumber unless otherwise shown. For additional Information on Quality Contra] refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendallons art to be followed In accordance with -Handling InstaWng D Bracing-. IiIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- illon and for resisting lateral forces shall be designed and Installed by others Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid rePPwa and dant nomg. The supervision of ereellon of trusses shall be under the control of persons e<perlenced In the Installation of muses. Professional advice shall be sought If needed. Concenlrallon of construction loads greater I han the design Inds shall not be applied to trusses of any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed 15-0-0 k10-0-0 k 15-0-0 11 Ilk 1 2 3 5 1 7 8 9 11 5X6 2X4 5X6 8-3-2 0-6-6 20AD any .7'ry 3X4 5X6 ia 13 6 3 6 00 ICI 7-1-0 Did 1 3 0V-0-0 0I 0-8 8-0-6 0-6-6 _L I 080 112 15 114 13 112 hot 538# 8.00" 1822# 3.50" 506N 8.00" 1-0-0 1 110-040-0-0 RCd�A ES (44) 2X4 C/L: 204-12 I(-I1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.1595 �- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: 18-Truss D: B13-03 CONTRACTOR. BRACING WARNING: Dsg TLY Cn1t: Date TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TIC Dead 7.0 psr 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 shown is for lateral support or truss to buckling length. BC Live 0.0 f Spacing: O.C. $ aein 24.0" (407) 321-0064 Fax (407) 32I-3913 members on reduce Provisloms must be PPo N a rat aaitionalnbraacingoftheraoveraaat ends and determined bythe building designer. Ps g( Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. llstructuremybelreIocad. ( y required. (See HIB-91 of TPI) Ps Code De$e: FLA LICENSE #0050068 frruss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). 1005 VANNEWA DR.OVIEDO.FL32766 0 TOTAL 33.0 psr _ V:09.05.02- 27587- 1 Dorian: Afarrix Analyril JOB PATH: C:ITEE-LOKVOBSICOVK3 HCS: 08.20.02 j I JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: B6 ATY:1 DESIGN INFORMATION This design Is for on individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Information as It may relate to a spe- elflc project and accepts no responsibility or exerelsn no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional enggneeri When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc conllnu- ously braced by sheathing unless otherwise speclfled Where bottom chords In tension are not fully braced laterally by a properly applied rigid "Wog. they should be braced at a nu llmum spacing of 10'-0' o c. Connector plates nholl be manufactured from 20 gauge hot dipped gialvonimd steel meeting ASTM A 653. Grade 40. unicss otherwise shown FABRICATION NOTES Prior to fabrlcallon. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a conllnuing responsibility for such vert- Incollon Any discrepanciesart Lo be put In writing before cutting or fabrication. Plales shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both fain of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4- long A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slob are minimum sr.-- 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 addltlonal Information an Quality Cantroi refer to ANSI/TPl 1.1995 PRECAUTIONARY NOTES All bmcbng and erection recommendetlons are to be followed In accordance with 'Handling Instnlllng a Bractng-. HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for ressting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for I- requires such temporary bracing during installation between trusses to avoid toppling and dominomg The supervision of erection of trussesshall be under the control of persons experienced in the Installation of tosses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design I-& shall not be applied to muses at any time. No loads other than the weight of the erector' shall be applied to Irmsses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L. 58.0 ft W- 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D.-0.08" T=-0.15" MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB - 1.15 7-3-2 0-6-6 T�7 I 080 Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 490# Support 2 1095# Support 3 501# .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1270 0.42 14- 0 772 0.22 2- 3 -633 0.38 0-13 1116 0.33 3- 4 711 0.64 13-12 1132 0.44 4- 5 711 0.64 12-11 524 0.42 5- 6 -489 0.35 11-10 391 0.82 6- 7 -1192 0.43 10- 9 1054 0.34 9- 0 1047 0.32 0- 8 729 0.21 === _____=====Joint Locations===__=_______ 1) 0- 0- 0 6) 33- 6- 0 11) 20- 0- 0 2) 6- 6- 0 7) 40- 0- 0 12) 13- 1- 8 3) 13- 0- 0 8) 40- 0- 0 13) 6- 6- 0 4) 20- 0- 0 9) 33- 6- 0 14) 0- 0- 0 5) 27- 0- 0 10) 26-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 615 93 -490 BOT PIN 20- 4-12 1605 0 -1095 BOT H-ROLL 39- 8- 0 586 0 -501 BOT H-ROLL 13-0-0 k14-0-0 k13-M Ilk 1 2 4 6 0 5X6 2X4 5X6 6.00 ...-.. __-_ ....� ....� ono Is le- 7-1-0 al 7-0-6 0-6-6 T7� I 080 old 13 112 11 110 9 8 615# 8.00" 1605# 3.50" 586# 8.00" 1-0-0 1. 40-0-0 1_0-0 CCS�A S (44) 2X4 C/L: 20-4-12 (I Ro-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 86 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown s for lateral support truss BC Live 0.0 f O.C.actin 24.Ort Spacing: (407) 321-0064 Fax (407) 321-3913 of members on 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.o Design Criteria: TPI 9 TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPIL psf Code Dese: FLA LICENSE #0050068 ffruss Plate Institute. TPI, islocated of 593 D'Onofrlo Drive, Madison. Wisconsin 537191 1005 VANNESSA DROVIEDOXI-327W TOTAL 33.0 psf V:09.05.02- 27588- 1 Design: dfasri.t Annlysis JOB PATH: C:ITEE-L0KI/0BSIC0VK3 HCS• 09.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: B7 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125sflph, .......... ====joint Locations=====_=_=_=____ This design is for an individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 34- 6- 0 13) 20- 4-12 component and has been based on Information WEBS: 2x4 SP #3 Bld Type. Enel L. 58.0 ft W= 40.0 ft Truss 2) 5- 6- 0 8) 40- 0- 0 14) 17- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 4,9 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 11- 0- 0 9) 40- 0- 0 15) 11- 1- 8 any rnponsfbWty for damages as a result of SLIDERS: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 17- 0- 0 10) 34- 6- 0 16) 5- 6- 0 faulty or Incorrect infomnallon. specifications and/or designs furnished tothe truss designer MAX LIVE LOAD DEFLECTION: 5) 23- 0- 0 11) 28-10- 8 17) 0- 0- 0 by the client and the correctness oraccuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 29- 0- 0 12) 23- 0- 0 Of this tnform"uonasltmay mlatetoaspe- L=-0.05" D=-0.06" T=-0.11" Support 1 467# ----MAX. REACTIONS PER BEARING LOCATION----- clncprojeclandacceptsnoresponslbWtyor MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 1144# X-Loc Vert Horiz Uplift Y-Loot Type exercises no control with regard to fabrio- llon. handling. shipment and installation of T= 0.07" Support 3 477# pl?� 0- 4- 0 576 89 -467 BOT PIN trusses. This lass has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: 20- 4-12 1706 0 -1144 BOT H-ROLL Individual buudmgcomponent inaccordance with T= 0.03" ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 39- 8- 0 548 0 -477 BOT H-ROLL ANSI/TPI I-1995 and NDS-97 to be incorporated 1- 2 -1165 0.33 17- 0 707 0.21 as pan of the building design by a Building RMB = 1.15 2- 3 -692 0.31 0-16 1021 0.34 Designer (registered architect or professional 3- 4 939 0.37 16-15 1040 0.31 cripmrl. When reviewed for approval by the building designer. the design loadings shown 4- 5 1284 0.55 15-14 585 0.21 must be checked to be sure that the data shown 5- 6 559 0.41 14-13 -471 0.11 arc in agreement with the local building codes. 6- 7 - 584 0.29 13-12 - 604 0.12 local climatic records for wind or snow Inds. 7- 8 -1077 0.33 12-11 488 0.19 project specifications or special applied Inds 11-10 959 0.30 Unless shown. truss has not been designed for 10- 0 943 0.30 storage or occupancy loads. The design assumes compression chords (top or bottom) are comInu- 0- 9 659 0.19 ously braced by sheathing unless otherwse specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cetWig. they should be braced at a maximum spacing of 1IY-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahantid steel meeting ASTM A 653. Grade 40, unless otherwise sham. ' FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwtng s in conformance with the fabricators plans and to rmllm a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram Members shall be cut for tight fit ling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with "its fully Imbedded and shall be m sy . about the joint unless otherwse shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate 51Zes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Ths taw Is not to be fabricated with fire retardant treated lumber unless otherwse shown. For additional Information on Qual)ty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bmctng-. HIB-91. Trusses art to be handled with particular care during banding and bundling. delivery and installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pn- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during I, Mallon between trusses to avoid toppling and domi noing. The supervision of erection of trusses shall be under the control of persons experienced in the inslollatIon of tresses. Professional advice shall be sought If needed. Concentration of construction Inds Beater than the destgn Inds shall not be applied to trusses at any time. No Inds other than the weight of the erector shall be applied to trusses until after all fastening and bracing is completed. T 6-3-2 0-6-6 11-0-0 k 18-0-0 k 11-0-0 Ilk 1 2 1 4 5 7 g Q 5X6 6X8 3X4 5X6 ie -3 Ud316-6 Is-7-1-0 1 L-Q3 -�I 0-8-0 17 16 115 14 577N 8.00" 1-0-0 CdN�) PII A S (44) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP-OVIEDO.FL32766 M 13 12 1707N 8.00" 40-0-0 C/L: 20A-12 1-1995 Over 3 Supports WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcmg 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 made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the oem8 structure may be required. (See HIB-91 of TPI). ffrtw Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wscomin 53719). T 6-0-6 0-6-6 T7� I 080 �l 10 9 548# 8.00" -1 100 (RO-11-11) scale = 0.1595 Eng. Job: WO: COVK3 Dwg: Truss ID: B7 Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V'0 05,02- 2758 - Design: Afmriv Andfysis JOB PATH: C:ITEE-LOKU08SICOVK3 HCS: 08 20.02 I I JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: B8 ®TY:1 i 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 mull of faulty or Incorrect Information, specNeatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exerebes no central with regard to fabrlo- Han. handling. shipment and Installation of trusses This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds. project speelfleaUons or special applied Inds 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 telling. they should be braced at a maximum spacing of 10'4r o c. Connector plain shall be manufactured from 20 gauge hot dipped gatvanlzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In confomnonce with the fabricators plans and to realize a continuing responsibility for such veri- ficallon. Any discrepancies arc to be put In writing before Culling or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for Light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the buss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A dx8 plate is 8- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional informaIlan on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Insta8ing & Bracing". HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw- Illon and for resisting Lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for masses requires such temporary bmeing during Installation between Irusses to avoid toppling and dorninoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of muses. Professional advice shall be sought If needed. ConcentmHon of advice loads greater than the design Inds shall not he applied to trusses at any time. No lands other than the weight of the erectors shall be applied to trusses until after oil fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLood per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, T= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W. 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION- T. 0.05" RMB = 1.15 T 5-3-2 0-6-6 0-8 ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 506# Support 2 1066# Support 3 516# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1363 0.38 16- 0 805 0.28 2- 3 -1081 0.29 0-15 1219 0.29 3- 4 -601 0.24 15-14 945 0.37 4- 5 969 0.41 14-13 556 0.42 5- 6 969 0.42 13-12 381 0.71 6- 7 -415 0.25 12-11 869 0.29 7- 8 -995 0.29 11- 0 1142 0.28 8- 9 -1277 0.39 0-10 764 0.26 == --- Joint Locations =======.... =___ 1) 0- 0- 0 7) 31- 0- 0 13) 20- 0- 0 2) 4- 6- 0 8) 35- 6- 0 14) 14- 6- 0 3) 9- 0- 0 9) 40- 0- 0 15) 9- 1- 8 4) 14- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 30-10- 8 6) 25- 6- 0 12) 25- 6- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 629 80 -506 BOT PIN 20- 4-12 1580 0 -1066 BOT H-ROLL 39- 8- 0 603 0 -516 BOT H-ROLL 9-0-0 k 22-0-0 9-0-0 i 2 3 4 5 6 8 0 5X6 3X4 6X8 3X4 5X6 5X6 3X4 Z-L-o 3X4 5X6 �0 13-6-6 D fa- 7-1-0 DIG 12-0-0 3 16 1'5 14 13 12 630# 8.00" 1581# 3.50" 1-0-0 40-0-0 Cd t�A (44) 2X4 C/L: 20-4-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARN 4005 MARONDA WAY dis not rawing erection bracing. wind bracing. portal bracing or similar bmeing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 (Truss Plate Institute. TPI. is located at 593 D'Onofrlo Drive. Madison. Wisconsin 53719). 1003 VANNESSA DROVIEDO.FL32766 Eng. Job: Dwg: Dspnr: TLY Chk: TC Live 16.0 psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 T 0-6-6 5-0-6 T� I 603# 8.00" 10-0 (RO-ll-11) scale = 0.1595 Truss ID: B8 Date: 8-13-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C-ITEE-LOKVOBSICOI'K3 HCS. 08.10.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a mull of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtnecd. When reviewed for approval by the building designer. the design loading: 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 loods. project specfnmtlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In temlon are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verily that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- flcalan. Any discrepancies art to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shag be located on both faro of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 pale is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroa of the webs unless otherwise shown. Connector plate sizes are minimum sim based on the forces sham and may need to be Increased for certain hand- ling and/or erection stresses. This truss snot la be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/771 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations arc to be followed In accordance with -Handling IrsaWng& Brocag". HIB-91. Trusses are to be handled with particular ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for misting lateral forces shall be designed and Walled by others. Careful hand- Iing is essential and erection bracing is always requimd. Normal precautionary action for trusses requires such temporary bracing during Wallallon between trusses to avoid toppling and dominoag. The supervision of erection of I- shall be under the control of persons experfenced In the Installation of busses. Professional advice shall be sought If needed Concentration of construction hods greater than the design loods shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tames until after all fastening and bracing is completed. JB: COVINGTON K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 SLIDERS: 2x4 SP #2 Wndlrod per ASCE 7-98, C4C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 58.0 ft W. 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 WO: COVK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace roust extend at least 90% of web length 2x6 Brace required on any web over 141-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 513# Support 2 884# Support 3 546# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1287 0.45 14- 0 785 0.23 2- 3 -859 0.36 0-13 1132 0.31 3- 4 1207 0.56 13-12 1105 0.33 4- 5 1210 0.53 12-11 805 0.34 5- 6 -682 0.33 11-10 626 0.30 6- 7 -1198 0.45 10- 9 1026 0.30 9- 0 1053 0.27 0- 8 739 0.22 TI: B9 ATY:1 == _____=====Joint Locations===== __________ 1) 0- 0- 0 6) 33- 0- 0 11) 20- 4- 8 2) 7- 0- 0 7) 40- 0- 0 12) 13- 6- 0 3) 13- 6- 0 8) 40- 0- 0 13) 7- 1- 8 4) 20- 4- 8 9) 32-10- 8 14) 0- 0- 0 5) 26- 6- 0 10) 26- 6- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 622 47 -513 BOT PIN 20- 4-12 1587 0 -884 BOT H-ROLL 39- 8- 0 594 0 -546 BOT H-ROLL 7-0-0 k 26-0-0 7-0-0 Ilk 1 3 4 5 TII 5X6 3X6 6X8 3X6 5X6 I T 4-3-2 0-6-6 0-6-6 4-0-6 5X6 I U 6X8 [3X10] 6X8 5X6 5X6 3X4 3X4 1-7-6 3X4 3X4 5X6 13-6-6 0 le-- 7-1-0 - Did 12-0-0 _3 00 DI 0-8 14 13 12 11 10 622# 8.00" 1588# 3.50" 1M4;1-0-0 40-0-0 C ) Cd A S (44) 2X4 C/L: 204-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Fronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. Dsgnr: TLY I Clilc: BRACING WARNING: TC Live 16.0 psf 4005 MARONDA WAY Bracing shown on this drawing is not erection bmcin& wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SANFORD. FL. 32771 which Is a pan of the building design and which must be considered by the building designer. Bracing is for lateral truss buckling BC Live 0.0 psf (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91ofTVB. BC Dead 10.0 Ps f LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). 1005 VANNFSSA D0.0VIEDO.fl-92766 TOTAL 33.0 psf 080 1 8 594# 8.00" 10-0 (RO-I1-I1) scale = 0.1595 Truss ID: B9 Date: 8-13-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrix Atolyu.; JOB PATH- CATEE-LOKVOBSICOVK3 HCS.' 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: C3 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 This 1-PLY Hip Master designed to carry ...... ----= ... joint Locations--------------- ThisdesignisforanindMdualbuilding BOT CHORDS: 2x4 SP #2 51 0" open jacks (no webs) across center 1) 0- 0- 0 4) 14- 9- 5 7) 12- 4- 0 component and has been based ontnfomution WEBS: 2x4 SP #3 and Hip Jack Truss framed to BC 2) 5- 0- 0 5) 19- 8- 0 8) 5- 0- 0 provided by the client- The designer disclaims WndLod per ASCE 7-98, C&C, V- 125mph, 3) 9-10-11 6) 19- 8- 0 9) 0- 0- 0 any responsibility for damages as a result of faulty or lnished tton. ations PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 the tmN design and/or designs furnished to the truss designer and/or design furnished Support 1 427# Bld Type- Enel L. 58.0 ft w- 19.7 ft Truss - - - - - - - - - - ------------ -- TOTAL DESIGN LOADS by the client and the correctness or accuracy Support 2 440# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Uniform PLF From PLF To of this Informatian as it may relate to a spe- MAX LIVE LOAD DEFLECTION: impact Resistant Covering and/or Glazing Req TC Vert L+D -46 -1- 0- 0 -46 5- 0- 0 chic project and accepts no responsibility L/999 TC Vert L+D -77 5- 0- 0 -77 19- 8- 0 exercises no control with regard to fabrica- and of trusses. L--0.07" D=-0.07" T--0.14" ..TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 7bl3Lnhlpment beendesignda muse. This truss has been dnlgrutd as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1845 0.46 9- 8 1593 0.64 BC Vert L+D -33 5- 0- 0 -33 19- 8- 0 individual building component in accordance with T- 0.05" 2- 3 -1647 0.35 8- 7 2028 0.74 Concentrated LBS Location ANSI/7YI1-1995and NDS-97tobeincorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1875 0.38 7- 6 1468 0.64 BC Vert L+D -195 5- 0- 0 aspan ofthe building destgnbyaBuilding T- 0.02" 4- 5 0 0.35 ----MAX. REACTIONS PER BEARING LOCATION----- Designer (regblemd architect or professional engfneerl. When reviewed for approval by the RMB - 1.00 X-LAC Vert Horiz Uplift Y-Lae Type building designer, the destgn loadings shown 0- 4- 0 1079 0 -427 BOT PIN must be checked to be sure that the data shown 19- 6- 0 1115 0 -440 BOT H-ROLL are in agreement with the local building codes. local climatic records for wind or snow Imds, project specifications or spectal applied loads Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified Where bottom chords in tendon are not fully braced laterally by a property applied dgW celling, they should be braced at a nuurhnum spacing of 10'-0' o c Connector platen shall be manufactured from 20 gouge hot dipped galvanized steel meeting ASIM A 653. , Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to reallu a continuing responsibility for such veri- ftotlon. Any dtscrepandwi are to be put In writing before cutting or fabrication Plates shall not be installed over knotholes. knots or distorted groin. Member shall be cut for tight fitting wood to wood bearing Can- nector plates shall be located on both faces of the truss with nulls fully imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate is 5- wide x 4' long A W plate Is 6' wide x 8' long Slots (holes) can parallel to tilt plate length speelflcd. Double cuts on well nlembem shall meet at the eentrold of the webs unless otherwise shown Connector plate sizes are minimum sizes 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 Infomlulion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI brachig and erection recommendations are to be tollowM in accordance with "Handling ImtoWng d Bracing". HIB-91. Trusses art to be handled with particular care during banding and bundling, delivery and Walallon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - [Lion and for resisting lateral forces shag be designed and tnstaued by others. Careful hand- ling is essential and erection bracing is always required Normal precautionary acUon for lasses requires such temporary bracing during hutsilation between trusses to avoid toppling and dommotng. 'Rae supervision of erection of trusses shall be under the control of persons experienced in the Wulsllon of trusses. Professional advice shall be sought if needed. Concentration of construction Imds greater than the design bads shall not be applied to lnnsses at any lime. No foods other than the weight of the erectors shall be applied to sses until after oil fastening and bracing completed. 3-3-2 0-6-6 5-0-0 14-8-0 1 3 4 5 4X6 3X4 3X6 2X4 nI T - 1 SX6 3X4 6X8 3X6 I I I ( 19-8-0 I. 19 8 7 6 1080# 8.001a 1116N 4.00" 1-0-0 _� (RO-11-11) 196N 19-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TEttED PER ANS11TPI 1-1995 scale = 0.3242 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DN.OVICDO.fL32766 WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng 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 made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the memo structure may be required. (See HIB-91 of TPO. frruss Plate Institute. TPI, s located at 583 D'Onofrio Drive, Madison- Wisconsin 53719). Eng. Job: WO: COVK3 Dwg: Truss ID: C3 Dsgnr: TLY Cbk: Date: B-13-03 TC Live 16.0 psf DUrFGc - 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- 27594- 1 Design. Afalrir Ana6uis JOB PATH: C.ITEF-L0KV0BSIC0VK3 11CS: 08.20.02 J JB:_COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: D ATY:1 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 e,s a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accunt.y of this information as It may relate to a spe- cft project and accepts no responsibility or exercise 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 ANSIrMl I-1995 and NDS-97 to be incorporated as part of the butiding design by a Building n-g Designer (stered architect or professlona engbneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in ngmemenl with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ousty braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at ■ maximum spacing of 19-0- o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 566# Support 2 564# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 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 reallze a continuing responsibility for such verl- Bcatlun. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood hearing Con- nector plates shall be located on both far of the truss with nalis fully Imbedded and shall be 4-5-15 sym. about the joint unless otherwise shown A 50 plate is 5' wide x 4' long A 6x8 plate is 8' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web 0-6-6 members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not T to be fabricated with fire retardant healed T lumber unless otherwise shown. For additional information on Quallty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recanvnendatlons are I* be followed in accordance with 'Handling InslaWng b Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for rebting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erecttn of trusses shall be under the control of persons experienced in the installation of trusses. ProfesslonaI advice shall be sought If needed Concentration of construction loads greater than the design ands shall not be applied to limes nt any time. No Inds other than the weight of the erectors shall be applied to mines until after all fastening and bracing is completed. WndLod per ASCE 7-98, C4C, V. 125niph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 66.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -616 0.21 2- 3 -965 0.22 3- 4 -827 0.17 4- 5 -827 0.17 5- 6 -965 0.22 6- 7 -616 0.21 ..BC ... FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 ___=_=====Joint Locations ......... =_==__ 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 - 12) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 535 -26 -566 BOT PIN 12- 0- 0 535 0 -564 BOT H-ROLL 74-0 74-0 1 2 3 5 6 7 - 4X6 4-2-6 0-6-6 3.00 3.00 54-0 2-0-0 2-0-0 54-0 16 15 1413 1 (110 9 8 536# 64.00" 536# 64.00" le 1-1-9 .10 14-8-0 1-1-9 GABLE STU (fti-r1 (20) 2X4 (R1-1-7) EXCEPT AS SHOWN PLACES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3958 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda S steMS y A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing sham on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral truss to buckling length. Provisions BC Live 0.0 f rr O.C. Spacing: 24.0 (407) 32i-0064 Fax (407) 321-3913 support of members on reduce must be l bO N g `g made to anchor literal bracing al ends and locations determined by the building designer. BC Dead 10.0 sf Design Criteria: TPI 9 TOMAS PONCE P.E. Additional bracing ar the overall structure maybe required. (see HIB-91 ar TPn maybe re u ( p Code Desc: FLA LICENSE #0050068 nruss Plate Institute. TPI• is looted at 583 D'Onafrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO.M32766 TOTAL 33.0 psf V:09-05 02- 27600- 2 Detian: Mmrir ArmMis JOB PATH: C:l7E£-L0KV0BSIC0VK3 HCS: 08.20.02 I I JB: COVINGTON K 3 AC: ]Ott UPLIFT D.L. WO: COVK3 WE: TI: D1 ATY:2 DESIGN INFORMATION This design is for on individual building component and has been based on Information provided by the client- The designer disclaims any reponslbWty for damage as a result of faulty or Incorrect Information, specifications and/or destiM furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ctnc project and accepts no responsibility or exercise 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 ANSIrMl 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 taco] building codes. local climatic records for wind or snow lends. project specifications or special applied knds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid calling, they should be braced at a maximum spacing of 10'-0- o c. Connector plates shall be manufactured from 20 gauge hot dipped plvanlzed steel meeting ASTM A 653. C code 40. unless otherwise shown. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 545# Support 2 607# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D=-0.05" T=-0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.15 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to veiny that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbWty for such verl- ficollon. Any discrepancies arc to be put in writing before culling or fabrication. Plato shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for light fitting wood to wood bmrtn& Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be 4-5-2 sym. about lhejotnt unless otherwise shown. A 5x4 plate s 5- wide x 4- long A 6x8 plate s 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web 0-6-6 members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sttes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erecion stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling I nstniUng a Bmctng-. HIB-91. Trusses are to be handled with particular afire during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing s always required. Norval precautionary anion for trusses require such temporary bmctng during Installation between trusses to avoid toppling and domaoag. The supervision of erection of lases shall be under the control of penoru experienced a the installation of Urusn Professional advice shag be sought If needed Concentration of construction Inds greater than the design loads shag not be applied to trusses at any tone. No Imda other than the weight of the erectors shag be applied to trusses until after tag fostentng and bracing is completed. WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 66.0 ft W. 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1047 0.42 8- 0 -670 0.20 2- 3 -854 0.30 0- 7 -940 0.23 3- 4 -854 0.31 7- 0 -934 0.23 4- 5 1128 0.42 0- 6 -643 0.20 ==== ___=_=====Joint Locations==__________ 1) 0- 0- 0 4) 11- 0- 0 7) 7- 4- 0 2) 3- 8- 0 5) 14- 8- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 530 75 -545 BOT PIN 14- 4- 0 530 0 -607 BOT H-ROLL 74-0 74-0 1 2 4 5 6 00 4X6 0 4-2-6 0-6-6 T� I 3.00 j 1 3.00 0-8 6-8-0 6-8-0 18 6 530# 8.00" 530# 8.00" 1-0-0 14-8-0 1-0-0 0-11-1) 0-11-1 ) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPi 1-1995 scale = 0.4020 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: D1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY chk: Date: 8-13-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wad bracing. port.] bracing or similar bracing TIC Dead 7.0 psf DurFac - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 which is n pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tress members on to reduce buckling lees Provulons must be PIS N g rah BC Live 0.0 f Ps O.C.Spacing: 24.Orr p g TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectned locatlom determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP0• BC Dead 10.0 f Ps Design Criteria: TPI LICENSE #0050068 flruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DROVIEDOTI-32786 TOTAL 33.0 psf V'09 05,02- 21595- 1 Design: Afal r Anah-sis JOB PATH: C:ITEE-LOKVOBSICOVK3 11CS: 08.20.02 I JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: D2 ATY:5 DESIGN INFORMATION This design is for an individual building component and has been based an infornallon provided by the client. The designer disclairns any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific pmJect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This thus has been designed as an indtvtdual building component In accordance with ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Ire¢+tered 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 coda. 1=1 climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgd ceiling. they should be braced at a maximum spacing of 10'-W cc. Connector plates shall be manufactured from 20 gauge hot dipped gal antwd steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabncatlon. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize o rnnllnuing responsibility for such veri- fication. Any dbemponcles are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood bearing Con- nector plates shag be located on both faro of the truss with nalls fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long A W plate Is 6' wide x 8- long. Slots (holes) run parallel to the plate length speclned Double cuts on web members shag meet at the centmld of the webs unless otherwise shown. Connector plate sUcs are minimum sirs based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling l mstaWngB Bracing-. HIB-91. Tresses are to be handled with particular core during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itlon and for mLsUng lateral forces shag be designed and Waged by others Careful hand- ling is essential and erection bracing is always required Normal precautionary action for trusses requites such temporary bmcing during Wlallallon between trusses to ovoid toppling and dorminoing The supervision of erectlan of lnn3ln 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 bads shall not be applied to basses at any time. No Inds other than the weight of the erectors shall be applied to lasses until after all fastening and bracing 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 1 464# Support 2 420# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D=-0.05" T=-0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB v 1.15 WndI.od per ASCE 7-98, C&C, V- 125niph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 66.0 ft W. 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1014 0.31 8- 0 615 0.20 2- 3 -814 0.26 0- 7 901 0.23 3- 4 -811 0.29 7- 0 842 0.24 4- 5 -964 0.42 0- 6 502 0.20 .... =====000e=Joint Locations ....... ===... __ 1) 0- 0- 0 4) 11- 0- 0 7) 7- 4- 0 2) 3- 8- 0 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 519 35 -464 HOT PIN 14- 0- 0 473 0 -420 BOT H-ROLL 74-0 k7-0-0 Ilk 1 2 4 5 0 4X6 2X4 2X4 4-5-2 4-2-6 6X8 0-6-6 3X4 3X4 0-8-6 7- 5 6 3X4 1-8-0 3X4 8 _ 0 3.00 1 3.00 0-8 6-8-0 6-8-0 18 6 519# 8.00" 1-0-0 14-4-0 RO-11-1 ) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA O0.oVICDOXI-32768 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 bmcing 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 TPI). rr u Plate Institute. TPI, is located at 593 D'Onofro Drive. Madison. Wisconsin 53719). 473# 8.00" scale = 0.4370 Eng. Job: WO: COVK3 Dtvg: Truss ID: D2 Dsgur: TLY Chk: Date: 8-13-03 TIC Live 16.0 psf DurFae - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 27596- 1 Design: Afathr Analysis JOB PAT7f: C:ITEE-LOKUOBSICOVKJ HCS: 08.20.02 JB: COVINGTON K 4 AC: 10# UPLIFT D.L. WO: COVK4 WE: TI: F 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CeC, V- 125niph, __........ ====Joint Locations=====__________ 'Ilisdeslgnsfor.nlndlvldualbu6ding BOT CHORDS: 2x6 SP 02 H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 1) 0- 0- 0 6) 7-11- 0 11) 1-11- 8 component and has been based on information WEBS: 2x4 SP #3 Bld Type= Part L= 66.0 ft W- 7.9 ft Truss 2) 1- 2-12 7) 7-11- 0 12) 1- 2-12 provided by the client. The designer dlscbtrns in END zone, TCDL- 4.2 sf, BCDL= 6.0 sf P p 3) 1-11- 8 8) 7- 3- 4 13) 0- 0- 0 any responsibility for damages as a result of IandtyorIncorectwamauan.spoemoti.- PROVIDE UPLIFT CONNECTION PER SCHEDULE: 4) 3-11- 8 9) 5-11- 8 and/or designs furnished to the truss designer Support 1 555# ..TC...FORCE... CSI ..BC... FORCE... CSI 5) 5-11- 8 10) 3-11- 8 by the client and the correctness or accuracy Support 2 455# 1- 2 -101 0.11 13-12 0 0.12 ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Womtatlon as It may relate to a spe- MAX LIVE LOAD DEFLECTION: 2- 3 157 0.12 12-11 99 0.12 X-LDc Vert HOriz Uplift Y-Loe Type cutc project and accepts no responsibility or L/999 3- 4 205 0.08 11-10 99 0.06 1- 2-12 338 -26 -555 BOT PIN -rctsnnocontrol with regard tofabrics- Iron, handling, shipment andInstallation of L=-0.01" D- 0.00" T=-0.01" 4- 5 201 0.09 10- 9 99 0.09 7- 3- 8 294 0 -455 BOT H-ROLL das on buss". This truss has been designed MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 -122 0.08 9- 8 99 0.12 indMduel building component In accordance with To 0. 01" 8- 7 0 0.11 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by. Building T- 0. 01" Designer Ireglstered architect or professional engineer) When reviewed for approval by the RMB = 1.15 building designer. the d"Ipt landlntp shown must be checked to be sure that the data shown are In agreement with the local building codes. local cllnwtic records for wind or snow loads. I-jecl speclflcatlom or special applied loads. Unlev shown. truss has not been designed for storage or occupancy loads. The design assume compression chords Itop or bottom) are contlnu. 3-11-8 3-11-8 ously braced by sheathing unless otherwiselk 1 2 3 j specified. Where bottom chords in lemlon are not fully braced laterally by o property applied rigid telling. they should be braced at ■ Q 0 maximum spachtg of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot 4X6 dipped pl%mntwd steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication. the fabralar shall review I its drowbrg to verify that this drawing Is In conformance with the fabricator's plans and to 2X4 2X4 mallz.e a continuing responsibility for such verl. _ Ilcation. Any discrepancies are to be put In writing before cutting or fabrication. 2X4 Plat" shall not be WtAled over knotholes. lutos or distorted grain. Members shall be cut Iar tight fitting wood to wood bearing Can- 3-1-14 3-1-14 .-to, plain shall be located on both faces of 3X4 3X4 the truss with nails fully Imbedded and shall be slin. about the Joint unless otherwise shown. A A 6.s8 plate s 6' Sad plate Io ig wide x 4- (holes) wide x 8' long Slots (ltolnl run parallel to the plate length specified. Double cuts an web meInben shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes 1-2-2 1-2-2 arc mlnbnunt sizes based an the forces shownUl and may need to be Incr=srd for certain hand. _ ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated htmber unless otherwise shown For additional Inmt footlon on Quality Control refer to 2X4 3X4 2X4 2X4 2X4 2X4 2X4 ANSI/TPI I -1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are I I to be followed in accordance with -Handling IttslnWttgs Bracing'. 111B-91. Trusses are to 7-11-0 be handled with particular tare during banding 13 12 11 10 9 8 7 and bundling• delivery and installation to avoid CANT: 1-2-0 338N 1.50" 295# 1.50" CANT: 0-6-12 damage. Temporary and permanent bracing 1-0-8 I I", holding trusses In a straight and plumb pos- �d a{a 7-11-0 1-0-8 ' Ilion and for resisting lateral forces shall be dnlgmed Installed by Careful hand- (R1-0-4) I (111-04) and others. ling I. esaentlal and erection bracing Is awn EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.6653 tequircd Normal precaullonaryaellon for Irusa" requires such temporary bracing during installation between trusses to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. En Job: g• WO: COVK4 and dominoIbtg. The supervision of erection of uussnshall be underthecontrolof persons (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: F eepertenced in the tnatalbtion of tresses Dsgf>r: TLY C1>k: Date: 2-10-04 P-fen:tlonal advice shall be sought If needed. CONTRACTOR. Concentration ofconstruction loodsgreater I itan the design loads shall not be applied l0 BRACING WARNING: 4005 MARCNDA WAY TIC Live 16.0 psr DurFae - Lbr: 1.25 trusses al airy tine. No lands other than the Bracing shown an this drawing is erection bracing, wind bracing. portal bracing or shnilar bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 weight of the erect.. shall be applied to 1, until after oil fastening and bracing SANFORD. FL 32771 which s a pan of the building design and which must be considered by the building designer. Bracing In lateral BC Lice O.C. Spacing: 24.0tt isses (407) 321.0064 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. provisions must be 0.0 psr Is completed, TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addlllonal bracing the BC Dead 10.0 Design Criteria: TPI LICENSE #0050068 of overall structure may be required. (See HIB-91 of M). frruss Plate Institute. TPI, s located at 583 D'Onofrio Drive. Madson. Wisconsin 53719). psr Code Desc: FLA 1005 VANNE69A DP-OVIEDO.M32766 TOTAL 33.0 psf V:0 05.02- 40 2 - 2 Design: Afal t Aftalysis JOB PATH: C:I7*EE-LOKVOBSICOVK4 HCS.- 08.20.02 JB: COVINGTON K 4 AC: 10# UPLIFT D.L. WO: COVK4 WE: TI: F1 9TY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CeC, V. 12h, ==oint L=== ocations==__________ ==1)==0==,j TIris design is for an Individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I- 1.00, Ecp.Cat. B, Kzt= 1 0 0-=0 3) 7-11- 0 5) 3-11- 8 component and has been based on Information WEBS: 2x4 SP #3 Bld Type. Part L= 66.0 ft W= 7.9 ft Truss 2) 3-11- 8 4) 7-11- 0 6) 0- 0- 0 provided by the client. The designer disclaims WEDGES- 2x10 SP #2 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- for damages u ■ result of anyresponsibility incorrect (nutty or lam reel lnished to MAX LIVE LOAD DEFLECTION: X-Lroc Vert Horiz Uplift Y-Loc Type thn.e truss and/or designs furnished to the truss designer L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 1- 2-12 338 31 -550 BOT PIN by the client and the correctness or accuracy L--0.01" D- 0.00" T--0.01" Support 1 550# 7- 3- 8 294 0 -494 BOT H-ROLL If this Information as it may relate to a spe- MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 494# tilt, project and accepts no responsibility or To 0. 02" —rclses no control with regard to fabrica- tion. handling. shipment and tnstallation of FORCE FORCE-153 trusses This truss has been designed as an T= 0. 02 ^ OCSI 1�2 231 OCSI 15 6�5 ll bndduaI building component In accordance with M RMLB 1.15 2- 3 279 0.14 5- 4 -153 0.07 ANSI/TPI 1-1995 and NDS-97 to be Incorporated = as part of the building design by a Building Designer [registered architect or professional enpneerl. When reviewed for approval by the building designer. the design loadings shown nmst be checked to be sure that the data shown me In ngi cement with the local building codes. local clbnatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are mntlnu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by a properly applied 3-11-8 3-11-8 rigid ceWng. they should be braced at a unaxtmum spacing of 10•-0' o c. Connector 1 3 plates shall be manufactured from 20 gauge hot dipped gaNanteed steel meeting ASFM A 653. O Q 1:rade 40. unless otherwise shown - FABRICATION NOTES h for to InbAcollon. the fabricator sha0 review this dmwtng to verify that this drawing b In conformance with the fabricator's plans and to rratlm a continuing r-pmnlbWty for such verl. I lenllon. Any discrepancies are to be put In w•dling before cutting or fabrication PLues shall not be installed over knotholes. knots or distorted gain. Members shall be cut Inr light filling wood to wood bearing. Con- ueetor poles shall he located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5r4 plate Is 5' wide x a' long. A US plate v 6' wide x 8' long Slots (holes) run pamBel to the plate length spec8led Double cuts on web nnnnbers .+hall meet at the centrotd of the webs unless otherwise shown Connector plate sizes r. minimum sizes based an the force sham nud may need to be Increased for certain hand- Ilug and/or erection stresses. This truss is not In be fabricated with fire retardant treated Inrrnber unless otherwise shown For additional hdonnallan on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are E. followed In accordance with'Handtlng tolling a Bmclnj. HIB-91. Tnrsses are to handled with particular care during banding and bundling.delivery and Wlalhllon to avoid damage. Temporary and permanent bracing Inr holdbng trusses Ina straight and plumb pos• liion arld for tesislmg lateral force shall be designed and Installed by others. Careful hand- ling is essential end erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid totippling rand dommolug. The supervision of erecon of muses shall be under the control of persons -perien,ed in the installation of truss-. Professional advice shall be sought if needed. Cnncentrallon of construction loads greater Iwrn the design Inds shall not be applied to:r—ses at any time. No bads other than the weight of the erectors shall be applied to buss- unW after all fastening and bracing Is complcled. 2-9-2 0-6-10 4 CANT: 1-2-0 4X6 7-11-0 Ilk 6 5 4 338# 1.50" 1-0-8 1 (R1-0-4) 7-11-0 EXCEPT AS SHOWN PLATES ARE T120 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 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the butIding designer. Bracing shown is for lateral support of truss memben only to reduce buckling length. Provisions must be made an chor nchor lateral bracing at ends and epeedled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI[. (Truss Plate Institute. TPI, Is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). 295# 1.50" Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf 2-6-6 0-6-10 CANT: 0-6-12 11-0-8-8 (R1-04) I scale = 0.6700 Truss ID: F 1 Date: 2-10-04 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA r.ora,r.- nrw,r.r nra,rnr+ wo rnln: L.11et-LUAVUC3ILUVA4 HCS. 03.2001 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: G 9TY:1 DESIGN INFORMATION This design is for an individual building component and has been based an Information provided by the client- The designer disclaims any responsibility for damages a a result of faulty or Incorrect information. spectflcaUons and/or deslgs furnished to the truss dm lg¢r by the cllenl and the correctness or accuracy of this Information a It may relate to a spe- eLnc project and accepts no responsibility or e<em"es no control with regard to fabrica- tion. handling. shipment and Installation of muses. This miss has been designed a on 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 englnecrl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In ageement 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 leads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully bnced laterally by a property applied rigid ceiling. they should be braced at a nnaelnnum spacing of 10'-0' o.c. Connector pates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwing to verify that this drawing Is In confornnnce with the fabricators plans and to realize o continuing responsibility for such vert- flcallon. Any discmponcim 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 f icing wood to wood bearing Con- ncctor 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 Bx8 plate Is B' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cent raid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling I 'stalling& Bracing'. IiIB-91 Trusses are to be handled with particular care during bonding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In n straight and plumb pm - Ilion and for resisting lateral forces shall be designed and hutalled 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 topp8n( and donnlnotng The supervision of erection of musses shall be under the control of persons experienced In the Installation of trusses Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erecloo shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 312# Support 2 372# This truss has not been designed for ROOF PONDING. Building designer ml, t 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 LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.00 4-0-0 End vertical(s) not designed for exposure to lateral wind pressure. This 1-PLY truss designed to carry 9' 4" span framed to TC one face lr 7" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L= 20.0 ft W= 5.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.92 0- 4 20 0.10 4- 3 17 0.11 5-0-8 1 2 3X6 5X6 2X4 3X4 3X4 ____===Joint L=====_ ocations==_______ ==_== 1) 0- 0- 0 3) 5- 0- 8 2) 5- 0- 8 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -176 0- 0- 0 -176 5- 0- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-10 394 0 -312 HOT PIN 5- 0- 0 470 0 -372 BOT H-ROLL 4-0-0 I I 1 1 I, 54-0 L 4 3 395N 11.25" 470# 8.00" 0-30 -8 lo 5-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5250 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 SAN FORD. FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing is for lateral truss buckling length. BC Live 0.0 psf O.C.$ aein 24.Orr Spacing: (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required ISee HIB-91 of TPI). Ps Code Dese: FLA LICENSE #0050068 ffruss Plate Institute. TPI. is located at 583 D'Onofrio Drtve. Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDOX1.32766 TOTAL 33.0 psf V•0 05 02- 2765 - 5 Design: Afrttrir Annhsis JOB PATH: C:ITF.E-LOKVOBSICOVK3 HCS. 08.20.02 I I 1 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: G1 ATY:1 1 DESIGN INFORMATION This design Is for an Individual building component and has been based on Inforrnatlon provided by the client. The designer dtsclabns any responslbdlty for damages as o result of faulty or Incorrect Information. speefficatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no rmponsfbWty, or exercises no control with regard to fabrica- tion. handling. shipment and Installation of truces. 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 architect or professional engineerl. When reviewed for approval by the budding dmigner. the design loadings shown must be checked to be sure that the data shown are in agreennent with the local building code. local climatic records for wind or snow loads. project speclflcatioru or special applied Lads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compr ,ilon chords (top or bottom) are conlinu- ousy braced by sheathing unless otherwise specified. Where bottom chords In temlon are not fully braced laterally by a properly applied rigid cellhng. they should be braced at a maximum spacing of IU-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped ptninlzed steel meeting ASfM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review tits drawing to verify that this drawing is In conformance with the fabricators plans and to realize n continuing responsibility for such veri- flention Any discrepancies are to be put In writing before cutting or fobri-lion. Plain shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the leas with roils fully Imbedded and shall be syin. about the joint unless otherwise shown. A 5a4 plate is 5' wide x 4- long A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web nnennbers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are min"wit M7r lased on the forces shown and may ne-a to Le increased for aertcin hand- ling and/or ercllon stresses. This truss Is not I* be fabricated with fire retardant treated lumber unless otherwise shown. For additional infor ,Lon on Quality Contra] refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons are to be followed In accordance with 'Hnndlingns Italling 6 Bracing'. HIB-91. Trusses are to be handled with particular Gate during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others Careful hand- ling is essenllal and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during lnstadatlon minobetween trusses to ovoid toppling and doing. The supervlslon of erection of trusses shall be under the control of persons experienced in the but.H tbn of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design I-ds stall not be applied to trusses at any line. No Inds other than the weight of the erectors shall be applied to trusses unW after all fastening and bmcmg is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 BEAR. BLK: 2x4 SP #3 This truss has not been designed for ROOF PONDING. Building designer twist provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss angst be harked to prevent UPSIDE DOWN erection. ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 4-0-0 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. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, CaC, V. 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 14.7 ft W= 10.4 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 1.2 psf Fact Resistant Covering and/or Glazing Req ____======Joint Locations=====____°_____ ==1) 0- 0- 0 6) 9- 2- 4 11) 5- 2- 4 2) 1- 2- 4 7) 10- 4- 8 12) 3- 2- 4 3) 3- 2- 4 8) 10- 4- 8 13) 1- 2- 4 4) 5- 2- 4 9) 9- 2- 4 14) 0- 0- 0 5) 7- 2- 4 10) 7- 2- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 0 0 BOT PIN 10- 7- 4 0 0 0 BOT H-ROLL L 10-8-0 L ll 2 3 4 5 6 7 3X6 3X6 2X4 2X4 2X4 2X4 2X4 2X4 3X4 2X4 2X4 2X4 2X4 2X4 2X4 4-0-0 10-8-0 14 13 12 11 10 9 8 0# 1.50" 0# 1.50" 0-30-3-8 (RO-3-8) r 10-4-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.5250 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: GUVK3 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G1 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or stmdar bracing TC Dead 7.0 psr Durfae - Pit: 1.25 SANFORD. FL. 32771 which is a pan of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss to buckling length. kling Len h. Provisions be BC Live 0.0 psf r O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3913 members on reduce must Pea N made to anchor lateral bmcmg at ends and specified locations determined by the budding designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Addninnal bracing of the overall structure my be rcgtdred. (See HIB-91 cf7Pd. � Code Dese: FLA LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. 1005 VANNESSA DROVIEDOXI-32760 TOTAL 33.0 psf V-09 05.02- 27641- 4 Design: Maim Analysis JOB PATH: CATEE-L0KU0BSIC0NXJ HCS: 08.20.02 JB: COVINGTON K 3 AC: 101# UPLIFT D.L. WO: COVK3 WE: TI: G2 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge ... =.......... joint Locations===....... _____ This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 10- 4- 8 5) 4- 8- 0 component and has been based on information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 5- 2- 4 4) 10- 4- 8 6) 0- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 4 End vertical(s) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibWlyfordamagesasnresutlof incorrect lnished tlon. ations faultyand/or GABLE STUD: 2x4 SP #3 to lateral wind pressure. X-Loc Vert Horiz lift Y-Lot -1130 the truss design and/or designs furnished to the truss designer furnished BEAR. BLK: 2x4 SP #3 Continuous bearing support on bottom chord g upp0 0- 0-12 91 -6 BOT PINS by the client and the correctness or accuracy from 41 8" to 10, 0" 4-11- 8 476 -45 -536 BOT PIN of this Information asitmay relate toaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, 10- 4- 0 158 46 -205 BOT PIN ctnc protect and accepts no responsibility or Support 1 130# H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 This truss has not designed for ROOF uerchnes noconlml with regaand In lofation lion, handling, shipment and Installation of Su rt 2 pl?0 536# Bld e= Part L= 20.0 ft W= 10.4 ft Truss 7m _been PONDING. Buildin designer 9 finer must provide trusses. This truss has been designed as an fti=dual building component In accordance with Support 3 205# MAX LIVE LOAD DEFLECTION: in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf adequate drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be ANSI/TPI I-1995and NDS-97tobeincorporated L/999 ..TC...FORCE ... CSI ..BC ... FORCE ... CSI marked to prevent UPSIDE DOWN -erection. as pan of the building design by a Building L= 0. 00" D= 0. 00" T= 0. 00" 1- 2 36 0.38 0- 6 0 0.04 Designer (registered re architiewed o a proval by t l engineer). When mlewad for approval by lies MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2 - 3 0 0. 38 6- 5 0 0. 21 building designer. the design loadings shown T- 0.00" 5- 4 0 0.21 must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are in agreement with the local building codes. T= 0. 00" local climatic records for wind or snow loads• protect speclflmilons or special applied loads RMg = 1.15 Unless shown. thus has not been designed for storage or occupancy loads The design assumes compression chords (lop or bottom) are contlnu- 10-8-0 onsly braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 3 not fully braced laterally by a properly applied rigid telling. they should be braced at a maximum spacing of 10'-0' o.c. Connector 3X6 plates shall be manufactured from 20 gauge hot 5X6 3X4 2X4 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to males= a continuing responsibility for such veri- fication. Any discmpancles 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 for tight ntttng wood to wood bearing. Can- 4-0-0 4-0-0 nector plates shnll be located on both faro of the leas with nails fully imbedded and shall be sym. about the joint unless otherwise shown A 50 plate is 5- wide x 4' long. A 6x6 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sires art minlnnum sizes based on the forces shown and may need to be Increased for certain hand- 0 ling and/or erectlon stresses. This truss is not - to be fabricated with fire retardant treated4 lumber unless otherwise shown. For additional 3X4 3X4 information on Quality Control refer to 3X4 ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and ereclton recommendations are to be followed in accordance with 'Handling InslaWng A Bracing', HIB-91. Trusses art to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a stmOt and plumb pos- It1on and for resting lateral form shall be designed and installed by others. Careful hand• ling is essential and erection bracing Is always required. Normal precruUonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professlonal advice shall be sought If needed. Concentration of construction loads grater than the design k=ds shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. " .6 5 91N 1.50" 476# 8.00" 0-3-8 _� 10-4-8 GABLE STUD PLOA(3 2X4 C/L: 4-11-8 EXCEPT AS SHOWN PLA 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 1005 VANNESSA DROVIEDO.R32768 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 crectlon bracing, wind bracing. portal bracing or sbn0ar bracing which is a part of the building design and which must be considered by the building designer. Bracing shorn is for lateral support of truss members only to reduce buckling length Provslons must be made to anchor lateral bmcing al ends and specified locations determined by the lrunding destgner. Addttlonal bracing of the overall stmeture may be required. (See HIB•91 of TPI). Rruss Plate Institute. M. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 159a 8.00" Studs ® 2-0-0 o.c. scale = 0.5250 Dwg: Dsgnr: TLY Chk: Truss ID: G2 Date: 8-13-03 TC Live 16.0 psf DUrFac - Lbr: 1.25 TC Dead 7.0 psr DUrFac - PIt: 1.25 BC Live 0.o 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- 27660- 5 Design: Afalrfr Anaftsis JOB PATH: C:ITEE-LOKVOBSICOVK3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: G3 ATY:1 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, specification and/or designs furnished to the truss designer by the client and the correctness or aceumcy of this information as It may relate to a sPe- clflc protect and amepLs no responsibility or —raises no control with regard to fabrtea- llon, handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or profess lonal engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data sn how ■m In agreement with the local building codes. local climatic records for wind or snow loads. protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or boltam) ore continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid celling, they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped glvanlred steel meeting ASI'M A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabric' Lion. the fabricator shag review this drawing to verify that this drawing is in conformance with the fabrimlor's plans and to realize a continuing responsibility for such veri- fication Any discrepancies arc to be put in writing before culling or fabrmtion. Plates shall not be Wtalled over knotholes. knots or distorted grain. Members shag be cut for tight ntling wood to wood lea Mg. Con- nector plates shag be located on both faces of the law with nags fully imbedded and shag be sym. about thetomt unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate is 6' wade x 8' long Slots (holes) run parallel to the plate length specifled. Double cuts on web members shall meet at the centrold of the webs unless otherwisze e shown. Connector plate si are minimum sizes based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses This truss is not IO 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 recommendation arc to be followed In accordance with "Handling InstaWng A Bracing'. 1iIB-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 slralgint and plumb pos- Itlon and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bm" is always required. Normal pmcautlonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trussn shag be under the control of persons experienced in the installation of trusses. Professional advice shag be sought If needed Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No Inds other than the weight of the erectors shag 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 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 312# Support 2 369# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 4-0-0 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. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L. 20.0 ft W= 5.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC...FORCE ... CSI ..BC...FORCE... CSI 1- 2 0 0.60 0- 4 -20 0.10 4- 3 -17 0.17 Ilk 5-4-0, 1 2 3X6 5X6 2X4 3X4 3X4 = -—Jo int Locations=====__________ 1) 0- 0- 0 3) 5- 0- 8 2) 5- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 154 0 -312 BOT PIN 5- 0- 0 177 0 -369 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 4-0-0 5-4-0 4 3 154N 1.50" 177# 8.00" e� GABLE STUD PLATES (16) 2X4 (038 5-0-8RO-3-8) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.5250 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WV: GUVK3 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G3 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Clik: Date: 8-13-03 TIC Live 16.0. psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building dntgner Bracing is for lateral truss BC Live o.o psr O.C.Spacing: 24.0" P 9 (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (SeeHIB-91ofTPg. � Code Dese: FLA LICENSE #0050068 (Russ Plate Institute. TPI. is located at 583 D'Onafmo Drive. Madlson. Wisconsin 53719). Iaa5 VANNESSA DROVIEDO.FL32766 TOTAL 33.0 psf V-0 05,02- 27661- 5 Design: Afairis Analysis JOB PATH: C:ITE£-LORUOBSICOVAJ NCS: 08.20.02 i JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: H ATY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer dsclains any responsibility for damages as a result of fall lty or inrorrect tnrrru fotlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infonnallon as It may reble to ■ spe- cific project and accepts no responsibility or exemses no central with regard to fabrim- llon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/-IPI 1.1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer [registered architect or pmfesslorml engineer) when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maxtmum spacing of 10'-(' o e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in confomaance with the fabricators plans and to realize a continuing responslbWty for such verl- Ocution. Any dscrepanclm are to be put In writing before culling or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for light filling wood to wood bearing. Con. nector pates shad be located on both faces of the truss with nails fully Imbedded and shall he sym. about the joint unless otherwise shown. A 5K1 pbte is 5- wide x 4- long A 6x8 plate Is 6- wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at Ilse eentrold of the webs unless otherwise shown. Connector pole slz are mindmum sizes based on the forces shown and mar need to b: increased or certain hand- ling and/on erection stresses This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infor—tlon on gumllty Central refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES All bracing and erection—nunendallons are to ow be followed in accordance with 'Handling Installing b Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stralghl and plumb pos- Ilbn and for resisting lateral force shad be designed and installed by others. Careful hand- ling is essential and erection bmeing is always requbed Normal precautionary action for lrusse requtes such temporary bracing during installation between lrusse to avoid toppling and dorninoing. The supervision of erection of lrussm shall be under the central of persons experienced in the installation of trusses Professional advice shad be sought If needed. Concentration of construction bads greater than the design toads shall not be applied to lrussn at any time. No loads other than the weight of the erectors slmll be applied to misses until after all fastening and bmcing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 502# Support 2 276# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.08" RMB - 1.00 3-3-5 7 0-66-2 1 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. 20.0 ft W- 7.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 237# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -72 0.98 4- 3 0 0.68 ...... _ ------- Joint Locations=====__________ 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 93 237 -502 BOT PIN 6-11- 1 194 0 -276 BOT H-ROLL 7-0-14 Ilk Ik1 2 r424 Attach rt-ith (4) 10d Toe -Nails 3-0-2 Attach With (2) j Od 'lion-NaiLs 7-0-14 4 3 94# 14.94" 194# 2.50" 7-0-14 1(1114 2)� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.6412 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 FMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: H CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 8-13-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SA N FORD, FL. 32771 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 321-0064 Fax which is n part of the budding design and which must be considered by the building designer. Bracing shown ism for lateral support of truss members only to reduce buckling length. Provisions be BC Live 0.0 pis f O.C. Spacing: 24.Ort (407) (407) 321-3913 must made to anchor lateral bmcing at ends and specified locations determined by the building deslgnur. g0 Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall sisucture may be required. (See HIB-91 of TPI). Ps Code Desc: FLA LICENSE #0050068 1005 VANNESSA DP-OVIEDO.FL327M frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V:09.05.02-_27617- 2 Design: Afmri.t AnaA•sis JOB PATH: C-ITF.E-LOKVOBSICOVK3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: HI ATY:2 DESIGN INFORMATION This design is for an Ind Mdual 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 dclgu furnished to the truss designer by the client and the correctness or accuracy of this Infornatfon as It may relate to n spe- clflc project and accepts no responslbWty or cxereises no control with regard to fabri n- lion. handling. shipment and Installation of I ruses. This truss has been designed "a an Individual building component In accordance with ANSI/T19 1. 1995 and NDS-97 to be Incorporated ns part of the building design by ■ 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 are In agreement with the local building codes. loco) climatic records for wind or snow loads. project speelflcattoro or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously bmeed by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celllng. they should be braced at a maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- Hcallon. Any discrepancies art to be put In writing before culling or fabrication. plates shall not be Installed over knothole. knots or distorted grain. Members shall be cut for tight Whig wood to wood bearing Can - nectar plates shall be located on both face of the truss with nods fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate is 6' wide x 8' long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size arc minbnum sizes based on the forces shown and may need to be Increased for certain hand- ong and/or erection slrevses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Far additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recnmmendatlons are In be followed In accordance with 'Handling Instnoing & Bracing". HIB-91 Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- It on and for resisting lateral forces shall be designed and Installed by others. Careful hand- bag is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during mstnoatlon between tnuso to avoid toppling and dominoing. The supervision of erccUon of trusses shall be under the control of pennons experienced In the Installation of trusses professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shoo not be appued to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unto after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x6 SP #2 SLIDERS: 2x4 SP #2 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 271# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D= 0.00" Te-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB = 1.00 0-6-2 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W. 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 586# Support 2 334# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -639 0.40 5- 0 392 0.21 2- 3 -54 0.30 0- 4 626 0.36 = _____=====Joint L=====____ ocations______ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 4-11- 6 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 271 -586 BOT PIN 9- 9- 0 417 0 -334 BOT H-ROLL 9-10-13 Ilk 1 2 3 F4 24 00-11-55 __fmmE�_ I 5 215# 11.31" 1-6-2 _je 940-13 (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing B not erection bracing. wind bracing, portal bmcing or similar bmcing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specNed locations determined by the building designer. Additional bracing of the werall structure my be required. (See HIB-91 of TPI) fhuss Plate Institute. TPI. is located al 583 D'Onofrio Drh•e. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY TC Live TC Dead BC Live 2-6-3 no 1 4 417# 2.50" scale = 0.4873 Truss ID: H 1 Chk: Date: 8-13-03 16.0 psr 7.0 psf 0.0 psf BC Dead L0.0 psf TOTAL 33.0 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrir Anah•tis JOB PATH- CATEE-LOKVOBSICOVKJ HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: J1 ATY:12 DESIGN INFORMATION TOP CHORDS: 2x4 SP #1 D Analysis based on Simplified Analog Model. _________=====Joint Locations ======...... ___ This design is for an individual building BOT CHORDS: 2x6 SP #2 Field Connection at Support 1 aafst be able 1) 0- 4-13 3) 7- 0- 0 component and has been based on Information transfer 161 pounds of horizontal reaction 2) 7- 0- 0 4) 0- 4-13 provided by the cllent. The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125alph, ----MAX. REACTIONS PER BEARING LOCATION ----- a faulty or bilitymeet for informaagestion, s a result of Support 1 419# H= 15.0 ft, I= 1.00, EIcp. Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type and/ r Incorrect furnished lnished t othe truss design Support 2 329# Bld e= Enel L. 40.0 ft W. 7.0 ft Truss 6-10-12 138 161 -329 TOP PIN and/or designs furished [o the wv designer i?>?o �rP by the client and the correctness or accuracy Support 3 87# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 271 230 -419 BOT PIN of this information asIImay relate toaspe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE impact Resistant Covering and/or Glazing Req 6-10-12 97 0 -87 BOT H-ROLL et0c protect and accepts no resporulbWty or Support 1 230# exercises no mnwl with regard to fabrics- MAX LIVE LOAD DEFLECTION: Ilan, handling. shipment and installation of ..TC... FORCE ... CS I ..BC... FORCE ... CS I trusses. This [cuss has been designed as an L/436 at Mid -panel # 1 1- 2 71 0.90 4- 3 -43 0.58 individual building component in accordance with L=-0.19" D= 0.03" T=-0.16" ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: os pan of the building design by a Build Ing T= 0. 00" Designer lmglstemd architect or professional {HORIZONTAL LIVE LOAD DEFLECTION: engineer) When reviewed for approval by the T= 0.00^ building designer, the dntgn loadings shown must be checked to be sure that the data shown are in agreement with the lord building codes. RMB = 1.15 1=1 climatic records for wind or snow loads. protect spectfl=uons or special applied (cads. .nitas shown. tress has not been designed for storage or occupancy loads The design assumes compression chords hop or bottom) am contlnu- 7-0-0 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 not fully braced laterally by a properly applied rigid telling. they should be braced at a maximum spacing of 10'' o c. Connector 6'00 -0 plates shall be manufactured from 20 gauge hot dipped phvnlzed steel meeting ASfM A 653, Attach tell II 14 ) Grade 40. unless otherwise shown 17- 10d Tuet Nails FABRICATION NOTES Prior to fabrication. the fabricator shall —,-ri — this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responslbWty for such vert- 2-5-6 heatlon. Any disempancles are to be put in writ Ing before culling or fabrication. Pbm shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light tilling wood to wood bearing Con- 4-3-2 nmtor plates shall be located on both fates of the Ines with nails fully imbedded and shall be sym about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to 0-6-6 the plate length spectned. Double cuts on web members shall meet at the centrotd of the webs 1-7-0 unless otherwise shown. Connector plate stm are minimum sizes based on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not Attach with (2) to be fabricated with fire retardant treated 5X6 10d Toe -Nails lumber unless otherwise shown. For additional Information on Quality Cntml refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a slmlgiLL and plumb pm- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Nord precautionary action for tm-- requtres such temporary bracing during Insinllatlon between mules to avoid toppling and donminotng The supervision of erection of tm— shall be under the control of persons experienced in the installation of trusses Professional advice shall be sought If needed. Concentration of construclton bads greater than the design bads shall not be applied to trusses at any time. No foods other than flue welghl of the erectors shall be applied to trues until after all fastening and bracing I, completed. 3.00 I 0-8-0 6-4-0 I 4 3 271# 8.00" 139N 2.50" 1. 1-0-0 - 7-0-0 98N 4.50" r (RO-11-11 C/L: 6110-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: J1 y CONTRACTOR. BRACING WARNING: Dsgar: TLv Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on [his drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral truss but lea BC Live 0.0 f O.C.Spacing: 24.0" Y 9 (407) 321-0064 Fax (407) 321-3913 shown support of members on to reduce Prmtslons must be PIS H � i{<h• made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 Ps r Design Criteria: TPIstructure. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of TPI). Ps Code De$C: Fl LICENSE #0050068 1005 VANNESSA DROViEDOSI-327M (Russ Plate Institute. TPI. is located at 583 D'Onafrio Drive, Madison. Wisconsin 53719). TOTAL 33.0 psf V;0 .05 12-27620_ 2 Detisn: Afmffr Aitafyzrs JOB PATH• CATEE-LOXVOBSICOVX3 lfCS: 08.20.02 L I JB: COVINGTON K 3_ AC:_ 1 Ott UPLIFT D.L. WO: COVK3 WE: TI: J 1 A 9TY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a mutt of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- elBe project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been deslgned as an .11Mdual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Inmrporoted os pan of the building design by a Building Designer (registered architect or professional engncerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In ngmement with the local budding codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (cap or bottom) are mntlrnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rtgd "Wag, they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwtse shown. FABRICATION NOTES Prior to fabrication• the fabricator shad review this drawing to verify that this drawing is In conformance with the fabrimtor's plans and to realize a continuing responsibility for such verl- Hcallon. Any discrepancies are to be put In writing before culling or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for light fitting wood to wood bearing. Con- nector plate shall be located on both faro of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6.8 plate Is (r wide x 8- long Slots (holes) run parallel to the plate length specified Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling InstaWng b Bractng'. HIB-91. Trusses are to be handled with particular care during bsnding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding taus- In a straight and plumb pos- Itlon and for resisting lateral form shall be designed and Wtalled by others. Careful hand- 9ng is essential and erection bracing is ahwn)� required Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing The supervt lon of erection of trussesshall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loods greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLR: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 341# Support 2 483# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB = 1.15 Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, C&C, V. 125=ph, H- 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W. 6.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 414# TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -141 0.85 4- 3 -565 0.41 ==...... ====Joint Locations==== 1) 0- 0- 0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 225 0 -483 TOP H-ROLL 0- 4- 0 273 414 -341 BOT PIN 7-0-0 Ilk l 2 0 6X8 2-6-4 0-2-2 4-3-2 2X4 0-6-6 3X6 1-6-2 3X4 � 3X4 SX6 3.00 I 0-8-0 038 �°- �I I - 6-0-8 14 3 273# 8.00" 226# 2.550�"-s 1- 6-8-8 2.(RO-2-12) 11-i1) (RO-11- I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DB.OVIEDO.FL92766 WAKNINV: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: TIC Live 16.0 psf BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bmctng or similar bracing TIC Dead 7.0 psr 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 to buckling length. BC Live 0.0 only reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer Additional bracing BC Dead psr 10.0 sf p of the overall structure may be requbed. (See Ii1B-91 of TP11 (Truss Plate Institute. TPI. Is located at 583 D'OnaMo Drive. Madison. Wisconsin 53719). TOTAL 33.0 scale = 0.4929 Truss ID: J 1 A Date: 8-13-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Maim Analysis JOB PATII: C:ITEE-LOKIJOBSICOVK3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: J2B ATY:8 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Sialplified Analog Model. _________=====Joint Locations— ..... _...... _ This design L+ for an Individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 2- 1 3) 5- 0- 0 component and has been based on tnformatlan transfer 144 pounds of horizontal reaction 2) 5- 0- 0 4) 0- 2- 1 provided by the client. The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLOd per ASCE 7-98, C&C, V= 125niph, ----PAX. REACTIONS PER BEARING LOCATION----- anyroponsibtillyfordamagesasaresullof Support 1 393# H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Life Vert Horiz Uplift Y-L,oc Type faultand/ rdes4prisor ct furnished ton e tn.t s designer and/or designs furnished to the truss designer Support 2 273# Bld Type= Enel L= 40.0 ft W= 5.0 ft Truss 4-10-12 107 144 -273 TOP PIN by the client and the correctness or accuracy Support 3 43# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 209 187 -393 BOT PIN of this Information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 4-10-12 59 0 -43 BOT H-ROLL ctnc project and accepts no responsibility or L/685 at Mid -panel # 1 exercises no control with regard to fabriea. L=- O.09 a D= 0. 01" T=- 0. O8 ^ • .TC. • . FORCE...C$I ..BC... FORCS...CSI lion, handling. shipment and Installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 50 0.64 4- 3 0 0.49 Individual building component in accordance with T= 0. 00" ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T= 0.00" Designer (registered architect or professional engineer). When reviewed for approval by the RMB = 1.15 building designer. the design loadings shown must be checked to be sure that the data sh— am in agreement with the local building codes. - lacal clnmtic b records for wind or snow ads. 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 conlinu- 5-0-0 ously braced by sheathing unless otherwise /I11 specified. Where bottom chords In tension are I 2. not fully braced laterally by a property applied rigid ceiling. they should be braced at o 6'00 maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 6M. Attach with (4) erw Grade 40. unless otherwise shown. Toe -Nails FABRICATION NOTES iilppp��t Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing is in confomnance with the fabricator's plans and to realize a continuing responsibility for such vert- I ficallon. Any discrepancies are to be put In writing before cutting or fabrication. Plain shall not be Wta tied over knotholes. knots or distorted grain. Members shall be cut 3-0-6 for tight fitting wood to wood bearing. Con- 3-3-2 nectar 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 pL•de is 5• wide x 4- long. A 6x8 plate is 6- wide x 8' long Slou lholes) run parallel to the plate length specified. Double cuts on web member shall meet al the oenlrold of the webs unless otherwise shown. Connector plate sizes 0-6-6 are minbnum sizes based on the fir shown and may need to be Increased for certain hand- 1-1 _1 Attach with (2) ling and/or erection stresses. This taus is not to be fabricated with fire retardant treated 5X6 10d l oe-Nails lumber unless otherwise shown For additional Infonnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pemunent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Wtatied by other. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dombnobng. The supervision of erection of losses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought 8 needed. Concentration of construction loads greater plan the design loads shall not be applied to trusses at any time. No loods other than the weight of the erector shall be applied to trusses untilafter all fastening and bracing is completed. M 5-0-0 L 4 3 209# 8.00" 108# 2.50" 14 1-0-0 5-0-0 59k 450" (Rif-11-11) C/L: 4110-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6440 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 18 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date 13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or sbn0ar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of taus to buckling length Provisions BC Live 0.0 psf O,C, Spacing: 24.Orn pq (407) 321-0064 Fax (407) 321-3913 member only reduce must be mode to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead IO.O f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overauatruturemay berequired (SeenlB-91ofTPO. psf Code Desc: FLA LICENSE #0050068 ffruss Plate Institute. TPI. is located at SM D'Onofrio Drive. M1ladLson. Wisconsin 53719). Ioo5vANNrssA13a.oMDOXI-327ee TOTAL 33.0 psf V:09.05.02- 27622- 2 Design: Afmrix Analysis JOB PATH: C.17EE-LOKUOBSICOVK3 HCS: 08.20.01 JB: COVINGTON K 4 AC: 10# UPLIFT D.L. WO: COVK4 WE: TI: J2C 8TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. --- ___........ joint Locations=====__________ This design is for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 0- 0 3) 4- 8- 0 component and has been based on Information SLIDERS: 2x4 SP #2 transfer 137 pounds of horizontal reaction 2) 4- 8- 0 4) 0- 0- 0 provided by the cllent. The designer disclaims WndLod per ASCE 7-98, C&C, V. 125nph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibWtyfordamagesasaresultof PROVIDE UPLIFT CONNECTION PER SCHEDULE: His 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-LOc Type faultcations and/ r designincorrs fumtshedinformation. thetmNdesign and/or dolgns furished to the true designer Support 1 281# Bld Type. Enel L= 20.0 ft W= 4.7 ft Truss 4- 6-12 97 137 -251 TOP PIN by the client and the corectness or ocouracy Support 2 251# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 2- 0 151 190 -281 BOT PIN of this Informallon as It may relate to a spe- Support 3 56# Impact Resistant Covering and/or Glazing Req 4- 6-12 59 0 -56 BOT H-ROLL ciflc protect and accepts no responsibility or MAX LIVE LOAD DEFLECTION: exercises no control with regard to fabrica- L/941 at Mid -panel # 1 .. TC... FORCE... CSI ..BC... FORCE... CSI tlon, handling, shipmenruse has andbeen Wtaned a of I ruses This truss has been designed as an L=-0.06" D= 0.01" T=-0.05" 1- 2 -48 0.54 4- 3 -250 0.26 Ind Nldual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0. 01" rt as paof the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer (registered architect or professional T. 0. 01" engfneed when reviewed for approval by the building designer. the design loadings shown RMB = 1.15 must be checked to be sure that the data shown nre In agreement with the local building coda. local climatic records for wind or snow loads. project specifications or special applied loads Unless shown, truss has not been destgied for storage or occupancy loads The design assume compression chords (top or bottom) are continu• 4-8-0 ously braced by shmthing unless otherwise speelfled. where bottonn chords In tension are 1 2 not fully braced laterally by a properly applied rigid celling. they should be braced at a 0 maximum spacing of 19-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahnnited steel meeting ASIM A 653. Attach with (4) Gmde 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrtcallon. the fabricator shall review this dmwtng to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discmpancln are to be put In writ Ing before cutting or fabrication. Plates shall not be Installed ever knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wind bearing con- 3-0-6 3-0-6 nector plates shall be looted on both face of the buss with moils fully imbedded and shall he syt- about the joint unless otherwise shown A Ss4 plate is 5- wide x 4- long A Gx8 plate Is 6' wide x 8' long slots (holes) run parallel to the plate length specified. Double cuts an web members shaee ll mt at the centrokl of the web unless otherwise shown. Connector plate sizes nre minbnum sizes bused on the forco shown 0-8-6 and may need to be Increased for certain hand- ling and/or ereetton stresses This truss i not 4 Attach With (2) I*be fabricated with fire retardant treated '10d Toe-NaUs lunnber unless otherwise shown. For additional [6X8] 3X4 3X4 Information on Quality Control refer to ANSI/TVI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Ifandling hulalling A Bracing. HIB-91 Trusses are to be handled with particular care during banding and bundling. delivery and Wtallallon to avoid damage. Temporary and permanent bmcmg for holding trusses In a straight and plumb pos- Illon and far resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing b always required Normal precautionary action for trusses requires such temporary bracing during tnslnllatlon between trusses to ovoid toppling and domi notng. The supervision of erection o! trusses shall be under the control of Winans «perienced In the installation of trusses. Professlonal advice shall be sought If —ded. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No )cads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcmg is completed. 4-8-0 I '1L 14 31I, 151N 4.00" 97/1 2.50" in 60N 2 50" 4-8-0 C/L: 4-6-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6928 Imaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dw'g: WO: COVK4 Truss ID: J2C y CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: I Date: 2-13-04 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bmctng shown on this dmwing is not erection bracing, wind bracing, portal bracing or similar bmcfng TIC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral Live BC Li0.0 r ps O.C. Spacing: 24.0" (407) 321.0064 Fax (407) 321-3913 shown support of taw members only to reduce buckling length. Provisions must be made to anchor lateral bmcmg at ends and specified locations determined by the building designer. BC Dead 10.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HID-91 of TPI( Ps Code Dese: FLA LICENSE #0050068 frluss Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). LOOS VANNPSSA DROVIEDO.M32766 TOTAL 33.0 psf I V:0 05.02- 4 1552- 2 Design: Afairir Analysis JOB PAT71: C.ITEE-LOKIJOBSICOVK4 HCS• 08.20.02 I I JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: J3 ATYA DESIGN INFORMATION This design is for an Individual building component and has been based on tnfomnallon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect inforrnallon, specilmAlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this btforrnation as It may relate to a spe- cglc project and accepts no responsibility or exercdes no control with regard to fabrlca. Ilan. 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 ns part of the building design by a Building Designer (registered architect or professional englneed. 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 spectnWilons or special applied loads Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gohnnlxed 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 plam and to malim a continuing responsibility 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 filling wood to wood bea Mg Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be cyan. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to the plate length spectned. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate slra are minimum sI— based on the forces shown and may need to be Ineraued for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling I nslaWng & Bractng-. NIB-91. Trusses arc to be handled with parilcular care during banding and bundling. delivery and Wtal)atlon to avoid damage. Temporary and permanent bracing for hold Ing trusses in a straight and plumb pm- Itlon and for r Isttng lateral force shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requLms such temporary bracing during installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought If needed Concentration of construction loads greater than the design loads shag not be applied to trusses of any time No loads other than the weight of the ereclon shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 389# Support 2 268# Support 3 59# MAX LIVE LOAD DEFLECTION: L/699 at Mid -panel # 1 L=-0.09" Do 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTIONr T= 0.01" RMB = 1.15 Analysis based on Simplified Analog Model. Field Connection at Support 1 nulst be able transfer 146 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125rrph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 40.0 ft W. 5.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -53 0.63 4- 3 -326 0.30 _________=====Joint Locations=====__________ 1) 0- 0- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 107 146 -268 TOP PIN 0- 4- 0 212 210 -389 BOT PIN 5- 0- 4 64 0 -59 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 210# 5-1-8 Ilk 1 2 3.00 I 0-8-Q 14 4-5-8 3 212N 8.00" 107k 2.50" 1-0-0 5-1-8 65N 50" (110-11-11) 1 C/L: -04 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 VANNE5.4A DROVIEDOXI-32766 WARNINC4: 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 apart of the building design and which must be considered by the bulldog 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 spectned locations determined by the building designer Addllloml bmctng of the memo structure maybe required (See HIB-91 of TPI) (Truss Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison. Wisconsln 53719). Attach with (4) 10d Toe -Nails Attach h (2) 10d 'foe -ails scale = 0.6319 Eng. Job: WO: COVK3 Dwg: Truss ID: J3 Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf Durfac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 27623- 3 Oeslgm: AfainX AnaiYsis JOB PATH: CATEE-LOKVOBSICO%W3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: J4 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Siaplified Analog Model. .... =_=__=====joint Locations=====__________ This design is for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 2- 1 3) 3- 1- 8 component and has been based on Information transfer 92 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 2- 1 provided by the client. The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLood per ASCE 7-98, Ca4C, V- 125niph, ----MAX. REACTIONS PER BEARING LOCATION ----- any ultyoronslbWlyfordamagesasoroullof faulty s r incorrect Ior damages spa resulto f Su rt 1 315# pig H. 15.0 ft, I- 1.00, .Cat. B, Kzt- 1.0 X-Loc Vert Horiz lift Y-Loc e Up Type and/or designs furnished to the truss designer Support 2 178# Bld Type- Part L. 40.0 ft W. 3.1 ft Truss 3- 0- 4 67 92 -178 TOP PIN by the client and the correctness or accuracy Support 3 51# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 4- 0 148 119 -315 BOT PIN Of this information u It may relate to a spe- MAX LIVE LOAD DEFLECTION: 3- 0- 4 59 0 -51 BOT H-ROLL clflc prciect and accepts no responsibility or L/999 FORCE SI �R�1 exercises no control with regard to fabrim- L=-O.Ol" D= 0.00" T=-O.Ol" 12 3OC26 43 0c21 lion, handling. shipment and Installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: Individual building component in accordance with T- 0. 00" AN51/TPI 1-1995 and NDS-97 to be tncorporaled MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building destgn by a Building T- 0 . 00" Designer (registered architect or professional engineer). When reviewed for approval by the RMB - 1.15 building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow Inds, praJecl 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 conllnu- I/ 3-1-8 L ously braced by sheathing unless otherwise t specified. Where bottom chords in tension are 1 2 not fully braced laterally by a properly applied rigid ceding, they should be braced at a �— 6'00 maximum spacing of 10'-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach With (3) Grade 40. unless otherwise shown. Toe -Nails FABRICATION NOTES Prior to fabrication• the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication Any discrepancies art Lobe put in writing before cutting or fabrication Plates shad not be Wtalled over knotholes• knots or distorted grain. Members shad be cut 2-1-2 for light filling wood to wood bearing Con- 2-3-14 neclor 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 SO plate is 5- wide x 4- long. A 8x8 plate is 6- wide x 8- long Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the cenlrakl of the webs 0-6-6 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and maV need to be Increased for certain hand- Attach witI1 (2) m gand/or erection stresses. This thus is not 5X6 10d -foe-Nails to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infornallon on QuaUty Central refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatforu are to be followed in accordance with -Handbag Insla111ng 6 Bracing-. HID-91. Trusses are to be handled with particular mm during banding and bundling. delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pas- Ition and for resisting lateral form shad be designed and installed by others. Careful hand- ling is essential and erection bracing is aMmys required. Normal precautionary action for trusses requires such temporary bracing during Wtatlallon between trusses to avoid toPPwg and domtnoing. The supervision of erection of trusses shad be under the central of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No heads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 3-1-8 4 3 148# 8.00" 67# 2.50" 1-0-0 3-1-8 59# 2 f50" r (R0-11-11) C/L: 3-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNINCU: READ ALL NOTES ON THIS SHEET. Eng. lob: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: CONTRACTOR. Dsgnr: TLY I CIA: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or stmaar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a port of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members to buckling length. BC Live 0.0 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. only reduce Provtslnns must be made to anchor lateral bracing at ends and specified locations determined by the bulldtng designer. Additional bracbng of the overall structure may be mqubed. (See HlB-9l of TPl) BC Dead 10.0 psr psf LICENSE #0050068 frruss Plate Institute, TPI, is located at 593 D'Onofrto Drive. Madison. Wisconsin 53719). 1005 VANNFSSA DP-OVIEDO.R32766 TOTAL 33.0 psf scale = 0.9038 Truss ID: J4 Date: 8-13-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmrix Arwlysis JOB PATH: C.-ITEE-LOKVOBSICOIK+ HCS. 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: J5 ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on simplified Analog Model. ------- =_===—joint Locations=====__________ This design is for an Individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 munt be able 1) 0- 0- 0 3) 3- 1- 8 component and has been hued on tnfomtatlon SLIDERS: 2x4 SP #2 transfer 92 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 0- 0 provided by the client. The designer dbclaltm anyresponsibility for damages as a result of WndLod per ASCE 7-98, C&C, V= 125irph, ----MAX. REACTIONS PER BEARING LOCATION----- faulty or Incorrect bnfornatlon. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 X-Los Vert HoriZ lift Y-LOC Up Type and/or designs furnished to the truss designer Support 1 279# Bld Type. Encl L. 40.0 ft W= 3.1 ft Truss 3- 0- 4 64 92 -168 TOP PIN by the client and the correctness or accuracy Support 2 168# in END zone, TCLDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 147 132 -279 BOT PIN of this Inlornatlon m It my relate to a spe- Support 3 38# Impact Resistant Covering and/or Glazing Req 3- 0- 4 40 0 -38 BOT H-ROLL clflc project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: exercises nocontralwith regard tofabrica- flan• handling. shipment and hutnlbtlon of L/999 TC...FORCE ... CSI ..BC...FORCE ... CSI muses. This truss has been designed as an L=-0.01" D= 0.00" T=-0.01" 1- 2 32 0.24 4- 3 -89 0.13 Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 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 LOAD DEFLECTION: Designer (registered architect or professional T= 0 00" engneed. when reviewed for approval by the . building designer. the design loadings shown RMB = 1.15 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 Inds Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (Lop or bottom) are contlnu- L 3-1-8 1, ously braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension arc j 2 not fully braced laterally by a property applied rtgld calling, they should be braced at a F— 6.00 maxtmum spacing of lair o e. Connector plates shall be manufactured from 20 puge hot dipped plvanlud steel meeting ASrM A 653. Attach with (2) Grade 40, unless otherwise shown. ltld Tur ais FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertry that this drawing is In conformance with the fabricators plans and to realize a conllnutng responslbWty for such verl- Hcotlon. Any discrepancles are to be put In 1-5-12 writing before cutting or fabrication. Plates shall not be Installed over knotholes. I knots or distorted grain. Members shall be cut for light fitting wood to wood boring. Con- 2-3-14 nector poles shall be located on both fans of / the truss with nabs fully imbedded and shall be / sysn. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8" brig Slats (holes) run parallel to the plate length specified. Double cuts on web 3X4 members shall meet at the centrold of the webs 0-6-6 0-7-6 unless otherwise shown. Connector plate size ore minimum sizes based on the forces shown ' 3X4 and may need to be Increased for certain hand- CI(oe-Nails ling and/or erection stresses. This true is not 5X6 10d to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infor—Hon on Quality Contral refer to ANSI/TPI 1-1995 3.00 I 0-8-0 PRECAUTIONARY NOTES All bracing and erection recomrnendatlons are to be followed In accordance with 'Handling 2-5-8 Installing A BmcLng". HIB-91. Trusses are to I be handled with particular care during banding 4 3 and bundling, delivery and twtnlblbn to avoid 147# 8.00" 64N Z.SU " mma daage. Temporary and permanent bracing 1-0-0 41# 2 0" for holding trusso In a straight and plumb pos- � 3-1-8 titan and for rooting lateral forces shall be RD-11-11) designed and Installed by others. Careful hand- C/L: 3-04 ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale 0.9038 required. Normal precautionary action for trusses resuch elutmsmporary bracingduring installation between trusses to avoid toppling WNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 and dombnoing The supervision of erection of trusses shall be under the control of persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J5 experienced In the installation of trusses. Dsgnr: TLY Chk• Date: 8-13-03 Professional advice shall be sought if needed. CONTRACTOR. Concentration of construction loads greater design Inds be to BRACING WARNING: TC Live 16.o psf DurFae - Lbr: 1.25 than the shall not applied I.- at any Urne. No loads other titan the 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to Incases until after all fastening and bracing SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral truss BC Live 0.0 r O.C. Spacing: 24.On ,, I'%aelg• I, completed. (407) 321-0004 Fax (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead (0.0 p ps f Design Criteria: TPI of the overall structure may be required. (See HIB-91 afTPI) Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison, wbcansln 53719) 1005 VANNE&U DROVIEDO.FT-32768 TOTAL 33.0 psf V'09 05 02- 27625- 32 Drtign: Afatrit Artafyrrt JOB PATH: CATEE-LOKVOBSICOVK3 HCS. 08 20.02 I I JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: J6 ATY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dlsclrbns any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ctfic project and accepts no responsibility or exercises no control with regard to fabrica- tlon, handling. shipment and Wlallallon of trusses. This truss has been designed as an Individual bunding 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 englnmrl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes, local climatic records for wtnd 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) art continu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by a properly applied rigd ceWng, they should be braced at a maximum spacing of 10'O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahnnlzed steel meeting ASIM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to mail= a continuing responsIbWly for such veri- fication. Any dtscrepancles are to be put In writing before culling or fabrication. plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naUs 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 8- wide x 8- long Slots (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 sizes ore minimum sizes based on the forces shown and may need to be increased for certain hand. Iing and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnallon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed In accordance with'Handling InstaWng & Bracing'. HIB-91. Trusses art to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for muting lateral fortes shall be designed and Installed by others Careful hand- ling is essential and erecllon bracing is always required. Normal precautionary action for trusses requt r such temporary bracing during InstaBatlon between wsses to avoid toPPBrng and don Anoing. The supervision of erection of muses shall be under the central of persons experienced In the installation of trusses Professional advice shall be sought If needed Concentration of construction loads getter than the design loads shall not be applied to trusses at anytime No loads other than the weight of the erectors shall be applied to in.-- until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 175# Support 2 66# Support 3 16# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. Field Connection at Support 1 mint be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzto 1.0 Bld Type- Part L= 40.0 ft W. 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.03 4- 3 0 0.02 =..... ====Joint Locations=====____...... 1) 0- 2- 1 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 4- 0 82 39 -175 HOT PIN 1- 0- 4 21 0 -16 BOT H-ROLL L 1 2 Attach with (2) ]Oil Toe -Nails 1-1-2 Attach with (2) 10d "Coe -Nails L 4 83# 8.00" 25# 2.50" le1-0-0l l s 2an � (Res-11-11) c/L: 1- 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5868 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J6 Maronda Systems CONTRACTOR. Dsgnr: TLY Chk: Date: 8-13-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not crectlon bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer Bracing (7.t^e. Spacing: 24.Dnr (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P 9 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of me overall structure may be required. (See HIB-91 of TP0. psf 1 LICENSE #0050068 frruss Plate Institute. TPI, is located at 583 D'Onofrio DrNe. Madison, wisconsln 53719). Code DASc: FLA 1005 VANNESSA DP-OVIEDO.M32766 TOTAL 33.0 psf I V'0 05 02- 27626- 3 Onigr: Meant Anahrit JOB PATH: C:ITEE-LOKUOBSICOVK3 HCS: 08.20.02 I I JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: J7 ATY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on Infomlatlon 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 Infomlatlon es II my relate to a spe- c01c project and accepts no responsibility or e,mmbes no control with regard to fabrica- llon, handling. shipment and installation of trusses. This truss has been dmlgned as an Individual building component in accordance with ANSI/7PI 1.1995 and NDS-97 to be Incorporated w part of the building design by a Building Designer (registered architect or professional engtneer). 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 cllm Lic records for wind or snow loads. project speclflmUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslan chords (lop or bottom) are mnttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a nuulmum spacing of HY-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confarnnnce with the fabricators plans and to realize a continuing respomibWly for such ver- flcatlon. Any discmpancles art to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be eut for tiglwt filling wood to woad bearing Con- nector plates shoo 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 5r8 plate is 6- wide x 8- long. Slats (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the cenlrotd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise sham For additional mfomtallon on Quality Control refer to AN51/17I 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatloru are In be followed in accordance with "HandlingInstalling D Bracing. HIB-91. Trussc,l are to be handled with particular care during landing and bundling, delivery and IrutnOallon to avoid damage. Temporary and permanent bracing for holding lnwo in a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and installed by others Careful hand- 10tg is essential and erection bracing is allays required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons esperienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater i lawn line design loads shall not be applied to 'noses at any tame. No Inds other than the weight of the crecton shall be applied to tnsses until after nil fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 105# Support 2 126# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 1-3-14 T 0-6-6 WndLod per ASCE 7-98, C&C, V. 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W. 1.1 ft Truss in END zone, TCDL= 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -14 0.07 4- 3 -32 0.06 ==__==== ___=Joint Locations=====_________= 1) 0- 0- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 85 64 -105 BOT PIN 1- 0- 4 34 0 -126 BOT H-ROLL 3. 0-8-0 Plate Height 14 311 = 0-1-6 86# 8.00" 34# 2.50" L 1-0-0 �I r le 1-1-8 I (RO-11-I I) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Attach Witll (],) l0d 'Ilse-Naiis Attach WI(ll (2) 10d fue-Nails scale = 1.5868 WAKNINGi: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J7 CONTRACTOR. BRACING WARNING: Dsgar: TLv Chk: I Date: 8-13-03 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this dmwing is not erection bracing, wind bracing, portal bracing art similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a par of the building design and which must be considered by the building designer. Hmeing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 PSI` O.C. Spacing: 24.0rr TOMAS PONCE P.E. made to anchor lateral bracing al ends and specified locations determined by the building designer. Addklonal bracing of the overall structure maybe required. (see HIB-9l ofTP1). BC Dead 10.0 f Ps Design Criteria: TPI LICENSE #0050068 (rrus,s Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code DASc: FLA 1005 vANNE55A DP-OVIEDO.M32766 TOTAL 33.0 Psf V:09.05.02- 27627- 3 Derign: Afarrir Anafyns JOB PATH: CATEE-L0KV0BSIC01'K! HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: VT20 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge 0000vaeveeee..joint Locations=====__ ...... __ This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 2- 0- 0 component and has been based onInfornnton WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 2- 0- 0 4) 0- 0- 0 ptwldedbytheclient. The designer dlsclalrrs Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- onyyorinsibility for .FORCE...CSI ..BC...FORCE ...CSI WndLod per ASCE 7-98, C&C, V. 125 h, X-Loc Vert Horiz lift Y-Lot corectinfonmages tion.saresultoffault and/ orincorrectpectricallonsH- and/or designs furnished to the Iruv designer 15.0 ft, i- 1.00, Cat. B, Rzt= 1.0 0- 0-12 0 -84 0 BOT PIN by the client and the correctness or occuracy Bld Type. Enel L. 14.7 ft W. 2.0 ft Truss 1-11- 4 2 0 0 BOT H-ROLL of this Information as It may relate to a spe- in INT zone, TCDL- 4.2 psf, BCDL- 1.2 psf clfic project and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exercises no control with regard to fabrfa- lion. handling. shipment and InslaLlatson 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 es 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 wilh the local building codes. local climatic records for wind or snow loads. project speciflatlons or special applied Ioads. Unless shown. uum has not been designed for storage or occupancy Iwds The design assumes compression chords (tap or boltam) are mnilnu- 2-0-0 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords in tension are 1 2 not fully braced laterally by ■ property applied rigld telling, they should be braced at a 6.00 maximum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahonlzrd steel meeting ASTM A 653. Grade 40. unless otherwise shown. 2X4 FABRICATION NOTES Prior to fobricallon, 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 v 11. flcatlon. Any discrepancies are to be put in 1-1 writing before cutting or fabrication Plates shall not be installed over knothole. knots or distorted grain. Members shall be cut for tight tilting wood to wood bearing. Con- 1-0-0 1-0-0 nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 pLite Is 5- wade x 4' long A 6x8 plate is 6' wide x 8• lung Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrald of the webs unless otherwise shown. Connector plate 3tIcs are minimum slzes based on the forces shown and uunay need to lx increased for certain hand- [ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional 3X4 2X4 Information on Quality Contra] refer to ANSIMI I -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing a Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poa- Illon and for resisting lateral forces shall be designed and Mailed by others Careful hand- ling is essential and erection bracing Is always required. Normal preenutlomry action for trusses requires such temporary bracing during Wtallation between moves to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Iruitallaldon of trusses. Professional advice sha0 be sought If needed. ConcenImUon of comtructlon bads greater than the design loads shall no be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is con pleted. 0# 1.50" 3# 1.50" r 2-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL31766 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 stmaar bracing which is a par of the building design and which must be constdered by the building deslgTer 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 wemU structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Studs ® 4-0-0 o.c. scale = 2.1000 Eng. Job: WO: COVK3 Dwg: Truss ID: VT20 Dsgnr: TLY Chk: Date: B-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psf V00 .05 02- 2 32- 3 Design: Afarrir AnaMis JOB PATH. C:ITEE-LOKVOSSICOVK3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: VT21 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge =________=====Joint Locations=====__________ This design is for an lndlvldual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 4- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 BRACING to extend for Center 80% of length. 2) 4- 0- 0 4) 0- 0- 0 provided by the client. The designer dlsclamu anyyorInsibility Analysis based on Sinplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- correcfordamageaeamullof faulty or incorrect Infonnallan, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLrod r ASCE 7-98, Ca4C, V= 12 h, � S>14J X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Support 1 6# H= 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 0- 0-12 0 -202 -6 BOT PIN by the client and the correctness or accuracy PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Bld Type= Encl L= 14.7 ft W. 4.0 ft Truss 3-11- 4 6 0 0 BOT H-ROLL If this Information ae it may relate to a spe- Support 1 202# in I Tr zone, TCDL= 4.2 paf, BCDL= 1.2 psf ctnc project and accepts no responsibility or Fact Resistant Covering and/or Glazing Req exercises no control with regard to fabrica- FORCE... CSI FORCE... CSI Lion• handling. shipment and Installation of ..TC ... ..BC ... trusses. This Uuss has been designed as an indtvrdual building component In accordance wllh ANSI/'IYI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer) When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. loco) cllmatte records for wind or snow loads, project specifications or special applied loads Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (Lop or bottom) arc contlnu- 4-0-0 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords in tension are 1 2 not fully braced laterally by a properly applied rigid coiling. they should be braced at a — 6.00 -0 maximum spacing of 10'- o.c. Connector piste shall be manufactured from 20 gauge hot dipped gatmnUed steel meeting AS MI A 653. 2X4 Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall mvlew , this drawing to vertfy that this drawing is In conformance with the fabrimloes plans and to realize a continuing re_sponslbWly for such veri- gcallon. Any discrepancies are to be put in writing before cutting or fabrication. Plain shall not be installed over knotholes. knot, or distorted gram. Members shall be cut for light filling wood to wood bearing. Con- 2-0-0 2-0-0 neor plates shag in be located on both faof cl 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 6- wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrotd of the webs unless otherwise shown Connector plate sizes are minimum size based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to 3X4 2X4 ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be followed m accordance with -Handling Installing A Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and mstallallon to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Man and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dontmomg. The supervision of erection of Uu shag be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought If needed. Concenlmtlon of construction loods grater than the deign loads shag not be applied to trusses, at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed 0# 1.50" 4-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFS9A DR.OVIEDO.F7-32788 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, word 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 TPII. rrmss Plate Institute. TPI. Is located at 583 D'Onofrio Drtve. Madison. Wisconsin 53719). 7N 1.50" Stuffs ® 4-0-0 O.C. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psi BC Dead 2.0 psf TOTAL 25.0 psf scale = 1.0500 Truss ID: VT21 Date: 8-13-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrir Analysts JOB PATH: C.'I7EE-LOKUOBSICOVK3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 104 UPLIFT D.L. WO: COVK3 WE: TI: VT50 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge ..............Joint Locations ....... ---..... This design isfor anindividual building BOT CHORDS: 2x4SP #2 of web with 12d nails at 8m o.c. TRANSVERSE 1) 0- 0- 0 3) 3- 9- 0 5) 1-10- 8 component and has been based on Information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 1-10- 8 4) 3- 9- 0 6) 0- 0- 0 any idedreap n the ckbility for The des as& disclaims mutt ofAnalysis anyroportsirrecti based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- formtioasaresation faulty or Incorrect information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod r ASCE 7-98, C&C, V- 125niph, � X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the w.vdesigner Support 2 8# H. 15.0 ft, I. 1.00, Ecp.Cat. B, Kzt- 1.0 0- 0-12 0 -37 -2 BOT PIN by the client and the correctness oraccuracy Bld Type. Encl L. 66.0 ft W. 3.8 ft Truss 3- 8- 4 0 0 -8 BOT H-ROLL Of this information as it may relate to a spe- .. TC... FORCE... CSI ..BC... FORCE... CSI in INP zone, TCDL- 4.2 psf, BCDL- 1.2 psf cNc project and accepts no responsibility or iatpact Resistant Covering and/or Glazing Req exercises no control with regard to fabrlca- lion, handling, shipment and Installation of trusses. This truss has been designed as an mdrvidual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In lennslon are not fully braced laterally by a property applied rigid ceiling, they should be lanced at a maximum spacing of 10'-U- o c. Connector 1-10-8 1-10-8 11 plates shall be manufactured from 20 gauge hot j 3 dipped galvanized steel meeting AMI A 653. Grade 40, unless otherwise shown. 6.00 6.00 FABRICATION NOTES Prior to fabrication, the fabricator shall review 4X6 this drawing to verify that this drawing is N conformance with the fabricators plans and to rcallze a continuing responsibility for such veri- fication. Any discrepancies are to be put In wrthng before cutting or fabrication Plato shall not be installed over knolholes. knots or distorted grain Members shall be cut for light fitting wood to wood bearing. Con- nectar plates shall be located on both faces of the truss with nags fully Imbedded and shall be Q-11-4 sym. about the joint unless otherwise shown. A 0-11.4 5x4 plate is 5' wide x 4- long A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlmtd of the webs unless otherwise shown. Connector plate sizes are mintmum 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 m luber unless otherwise shown. For odditl.—I 3X4 Information on puallty Control refer to 2X4 3X4 ANSI/7P11.1995 PRECAUTIONARY NOTES XX XXXXXXX �Xx All bracing and erection recommendations are la be followed In accordance with 'Handling 3-9-0 11 Instnllings Brachy(. IfIB-91. Trusses are to 6 5 4 be handled with particular care during banding and bundling. delivery and installation to avoid ON 1.50" 0# 1.50" damage. Temporary and permanent bracing for holding trusses in a stmlght and plumb pos- I 3-9-0 Ilion and for resislmg Lateral forces shall be le f all designed and Installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP] 1-1995 Studs ® 4-0-0 o.c. scale = 1.7867 required. Normal precautionary action for trusses rcqutm such temporary bracing during Instalbilon between trusses to avoid toppling and domtnohng The supervision of erection of trusses shall be under the control of penoas Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: , Truss ID: VT50 experienced In the installation of trusses. Dsgnr: TLY Chk: Date: 8-13-03 Professional advice ,hall be ,ought if needed. CONTRACTOR. Concentration of constriction foods greater than the design lands shag not x applied l0 WARNING: 4005 MARON DA WAY `BRACING TC Live 16.o par DurFac - Lb r: 1.25 ' trusses of ony lime. No foods other than the Bracing shown on this drawing is not erection bracing, wind bracing. pores bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 wclglat of the enXton shall be applied to trusses unlll alter all fastening and bmcing $ANFORD, FL. 32771 which is apart of the building design and which must be considered by the building designer Bracing for lateral BC Live 0.0 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is support of truss members only to reduce buckling length Provislons mast be psf is comple,ed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the buddhtg designer. Additional bracing BC Dead 2.0 pisr Design Criteria: TPI of the Overall structure may be required. (See HIB•91 of TPI). Code LICENSE #0050068 fhuss plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Desc: FLA 1005 VM'NFSSA DP-OVIEDO.iL92766 TOTAL 25.0 psf V•09 05.02- 2 63 - 3 Design: Afmn% Anafysit JOB PATH: C.ITEE•LOKVOBSCOVK.+ HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: VT51 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge ........ ===Joint Locations— ... ===______ This design is for an lndMdual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 7- 9- 0 5) 3-10- 8 component and has been based on Information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3-10- 8 4) 7- 9- 0 6) 0- 0- 0 provided by the client. The designer discbtns anyresponsibility for damages as a result of Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- orincorrect PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod r ASCE 7-98, Ca4C, V= 12 h, ft, 1.0 X-Loc Vert Horiz vp-2ftBOTLoc e ignsfuinformation. thetttssdeignifications and/fault and/or deigns famished to lies truss designer S Support 2 23# uppo H= 15.0 I= 1.00, .Cat. B, Rzt= �P 0- 0-12 0 -21 PIN by the client and the correctness or accuracy Bld Type= Encl L= 66.0 ft W. 7.8 ft Truss 7- 8- 4 0 0 -23 BOT H-ROLL If this Information as it may relate to a spe- .. TC... FORCE... CSI ..BC... FORCE... CSI in INT zone, TCDL= 4.2 psf, BCDL= 1.2 psf clflc project and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exercise no control with regard to fabrica- llon. handling. shipment and installation of trusses. This truss has been deigned as an indMdual building component in accordance with ANSI/7P1 1-I995 and NDS-97 to be Incorporated as part of the building deign by a Building Designer (registered architect or professional engineers. when reviewed for approwl by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads Unless shown. truss has not been deigned for storage or occupancy loads. The design assumes compression chords (top or bottom) nm continu- ously braced by sheathing unless otherwise specified. Where bottom chords In temlon are not fully braced laterally by a property applied rigid celling, they should be braced at a maximum spacing of 10'-0- o c Connector 3-10-8 3-10-8 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 1 Grade 40. unless otherwise shown.3 Q FABRICATION NOTES Prior to fabrication. the fabricator shall review 4X6 this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- Bcallon. Any discmpancle are to be put in writing before cutting or fabrication. Plates shall not be installed wer knothole. knots or distorted grain. Members shall be cut ' far tight fitting wood to wood hearing. Con- nector plate shall be located on both faces of the law with nabs fully Imbedded and shall be 1-11-4 sym. about the joint unless otherwise shown. A 1-114 5x4 plate is 5- wide x V long. A 6x8 plate Is 6 wide x 8- long Sloss (holes) run parallel to the phase length specified. Double cute on web members shall meet at the centrold of the webs unless otherwise shown Connector plate slzo are minimum sizes based on the force shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not l0 be fabricated with fire retardant treated lumber unless otherwise shown. For additional3X4 2X4 Information on Quality Control refer to 3X4 ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection rernrnmendatlons are to be followed in accordance with'Handling installing 6 Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avold damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for misting lateral farces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses require such temporary bracing during bumllallon between trusses to avoid toppling and donnlnoing The supervision of erection of trusses shall be under the control of persons experlenced in the Installation of trusses Professional advice shall be sought If needed. Concentration of construction leads greater than the design leads shall not be applied to trusses at any time. No loads other than the weight of the crecton shall be applied to trusses until after all fastening and bracing is completed ON 1.50" 7-9-0 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 VANNESSA DROVIEDOXI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a par of the building design and which must be comidemd by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provtslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. ffnus Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Studs ® 4-0-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psi TIC Dead 7.0 psi BC Live 0.0 psr BC Dead 2.0 psr TOTAL 25.0 0# 1.50" scale = 0.8645 Truss ID: VT51 Date: 8-13-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 2L630- 3 Design: Afafdr Ant:6-sis JOB PATH: C.ITEE-LOKUOBSICOVK3 HCS: 08.20.02 JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: VT52 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge .... ____=====joint Locations =====_____=... _ This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8a o.c. TRANSVERSE 1) 0- 0- 0 3) 10- 0- 0 5) 5- 0- 0 component and has been based on information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 5- 0- 0 4) 10- 0- 0 6) 0- 0- 0 provided by the ell—L The designer dlsclatms Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- anyresponslbWlyfordamagesasaresutlof on. ions faultand/ PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, Ca4C, V= 125nph, X-Loc Vert Horiz Uplift Y-Loc Type the tnuNrn r desigor nrect s t sign and/or designs furnished to the truss designer Support 1 8# H= 15.0 ft, I= 1. 00, Exp.Cat. B, Kzt= 1.0 0- 0-12 0 -50 -8 BOT PIN by the cllent and the correctness or accuracy Support 2 41# Bld Type= Encl L. 66.0 ft We, 10.0 ft Trues 9-11- 4 0 0 -41 BOT H-ROLL of this Infornnuon as it may relate to a ape- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf cincproject and accepts noreapomfbWtyor „TC,,,FORCE ... CSI ..BC...FORCE ... CSI Impact Resistant Covering and/or Glazing Req exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an IndMduaI building component In accordance with ANSIfM 1-1995 and NDS-97 Lobe Incorporated ns part of the building design by ■ 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 ore 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 Inds. The design assumes compression chords Itop or bottom) are conttnu. ously braced by sheathing unless otherwise 5-0-0 specified. where bottom chords in tension are 5-0-0 not fully braced laterally by a property applied 1 3 rigid ceWng. they should be braced at a maximum spacing of 10'Ar o.c. Connector 0 Q plates shall be manufactured from 20 gauge hot dipped p lvantzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. 4X6 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to veiny that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- Bcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knau or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector pirites shall be located on both faces of the truss with nabs fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5s4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenlrold of the webs unless otherwise shown. Connector plate sim art minttn= sues based on the forces shown ¢nd 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 Inf Milan on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling I rvtolling A Bracing-. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Wtallatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas - Ilion and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essenWI and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tnstallatlon between trusses to avoid toppling and dominoblg The supervision of erection of trusses shall be under the control of persons ecpertencem d In the slalbtlon of lrussn. Professional advice shag be sought If needed. Concentration of construction loads 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 trusses until after all fastening and bracing I, completed. 0-54 4 0.9 5X6 2X4 5X6 0-5-4 0# 1.50" Oil 1.501, 10-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNES.SA DP-OVIEDO.PL32766 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 is not erection bmcmg wind bracing. portal bracing or stmllar bracing which is a pan of the building destgn 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 loetuons determined by the bulldog designer. Additional bracing of the overall structure may be required (See HIB-91 of TP0. fihss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wiscansln 53719) Studs ® 4-0-0 o.c. scale = 0.6700 Eng. Job: WO: COVK3 Dwg: Truss ID: VT52 Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psf V:09.05.02- 27629- 3 Design: Afarris Anah'sis JOB PATH: C:ITFE-LOKUOBSICOt'K3 HCS: 08.20.02 F I I JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: VT60 ®TY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy If Innis tnformallon as It may relate to a spe- cific project and accepts no responsibility or e cmisrs no control with regard to rabries- llon, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns part of the building deign by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the deign landings sham must be checked to be sure that the dale sham arc in agreement with the local building codes. local cllmalic records for wend or snow Inds. project spectnentlons or special applied Inds. Unless shown. truss has not been deigned for storage or occupancy lands. The design assumes compresslon 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 rlgd telling, they should be braced at a marlmum spacing of 10'-0- o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown FABRICATION NOTES Prior to fabricotlnn, the fabricator shall review this drawing to verify that this drawing s in conformance with the fabricators plans and to mallze a continuing responsibility for such veri- fication. Any discrepancies art to be put In wrtling before cutting or fabrication Plates shall not be Installed over knotholes. knots or distorted gram Members shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be located on both faces of the truss with twits fully imbedded and shn6 be sym. about the joint unless otherwise shown. A 5c4 plate Is 5' wide x 4- long. A 6x8 plate is 6- wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size are n:tn!munn s11" txsed on the form it-.— . nd m ny need to lac increased for mrtah hand- ling and/or erection stresses. This truss la net to be fabricated with fire retardant treated m luber unless otherwise shown. For addlUonal Information on guahty Control rder to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling I rulaWng A Bmemg-, HIB-91. Trusses an to be handled with particular care during banding and bundling. delivery and wtallatlon to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pes- [lion and for resisting lateral forces shall be deigned and Installed by others Careful hand- Lng is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domhnohng The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought 11 needed ConcenlraUon of corstiuctlon loads greater than the design Inds shall not be applied to I —es al any time. No loads other than the welght of the erectors shall be applied to trusso 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 This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8m o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. 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= 14.7 ft W. 10.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 1.2 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI ............ _____=====Joint Locations=====_ ___=_____ 1) 0- 0- 0 6) 9- 4- 0 11) 5- 4- 0 2) 1- 4- 0 7) 10- 8- 0 12) 3- 4- 0 3) 3- 4- 0 8) 10- 8- 0 13) 1- 4- 0 4) 5- 4- 0 9) 9- 4- 0 14) 0- 0- 0 5) 7- 4- 0 10) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Lot Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -83 0 BOT PIN 10- 7- 4 0 0 0 BOT H-ROLL 10-8-0 1 2 3 4 5 651 2X4 2X4 in I Lij 2-9-10 3X4 2X4 2X4 2X4 2X4 2X4 10-8-0 2X4 2X4 2X4 2X4 2X4 2X4 2-9-10 '14 13 12 11 10 9 81 0# 1.50" 0# 1.50" il".. 10-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.6281 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: COVK3 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: VT60 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY CIA: Date: 8-13-03 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 which is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral of truss to buckling length. Provisions BC Live 0.0 PSI* O.C.Spacing: 24.0" P 9 (407) 321-0064 Fax (407) 321-3913 support members only reduce must be made to anchor Lateral brachg at ends and specified locations determined by the building designer. BC Dead 2.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall ee structure may be required. (S1118.91 of TPI). pis Code Desc: FLA LICENSE #0050068 rrruss Plate Institute. TPI. is located at 583 Donofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.i132780 TOTAL 25.0 psf V-0 05 02- 2763 - 4 Design: Mairfr Analpsis JOB PATH: C:ITF.E-LOKVOBST(-OVK3 HCS: 0820.02 I I I JB: COVINGTON K 3 AC: 10# UPLIFT D.L. WO: COVK3 WE: TI: VT61 ATY:1 DESIGN INFORMATION This design is for an individual budding 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 fumshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlea- tlon, handling, shipment and lnstallatlnn of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a 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. loc al climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Imds. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced Laterally by n property applied rtgld celling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Cmde 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 fabricator's plans and to natllze a continuing responsibility for such veri- fimtlon. Any discrepancies are to he put In writing before cutting or fabrication Plates shall not be Waded over knotholes, knots or distorted grain. Members sham be cut far tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A 6x8 plate Is 6- wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc rninnmum stem based on the forces shown and naay need to be Increased for certain hund- Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltloml Infommlion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are "be followed In accordance with 'Handling Installing & Bracing-. HIB-91. Trusses arc to be handled with particular care during banding and bundling. deWery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stra4ght and plumb pos- Itlon and for nesislag Lateral form shad be designed and Waded by others Careful hand- dng is essential and erection bracing is allays required Normal precautionary action for trusses requites such temporary bracing during Wtnilallon between trusses to avoid toppling and domaotn The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shad he sought If needed. Concentration of construction Inds greater than the design bads shad not be applied to truss" at any time. No Inds other than lhr welghal of the erector shall be applied to trusses until after nil fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 5# ..TC... FORCE ... CSI ..BC ... FORCE...CSI 3-7-0 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. 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. 20.0 ft We: 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 1.2 psf Impact Resistant Covering and/or Glazing Req = _____=====Joint Locations.=oo=====______ 1) 0- 0- 0 4) 7- 2- 0 7) 2- 1-12 2) 2- 1-12 5) 7- 2- 0 8) 0- 0- 0 3) 4- 1-12 6) 4- 1-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 -106 0 BOT PIN 7- 1- 4 0 0 -5 BOT H-ROLL 7-2-0 Ilk 1 2 3 4 -6 00 3X4 2X4 2X4 3X4 3-7-0 7-2-0 Ilk 8 7 6 5 0# 1.50" 0# 1.50" 7-2-0 all EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.5860 WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: WO: COVK3 (Maronda Systems y A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: I Truss ID: VT61 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 8-13-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD. FL. 32771 which Is a pan of the budding design and which must be considered by the budding designer. Bracing shown is for lateral truss buckle length. BC Live 0.0 f O.C.Spacing: 24.0" P 9 (407) 321-0064 Fax (407) 321-3913 support of members on to reduce Provisions must be PPo only g :alit made to anchor Lateral bracing at ends and specified locations determined by the building designer. BC Dead 2.0 Ps r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the merad structure may be required. (See HIB-91 of TPI). Ps Code Desc: FLA LICENSE #0050068 RYvas Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) 1005 VANNFSSA DROVIEDO.i132766 TOTAL 25.0 psf V•09-05.02- 27654- 4 Design: Mainx Anansis JOB PATH- C:ITEE-LOKUOBS)COVKJ jfCS: 08.20.02 1" CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 4 Subdivision: CELERY LAKES PH 2 Property Address: 307 FAIRFIELD DRIVE O 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑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. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 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 397 S.F. Porch(s)/Entry(s) 63 S.F. Patio(s) S.F. Conditioned structure 2,008 S.F. Total (Gross Area) 2,468S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final Other 15 DATE: Tuesday, July 06, 2004 SIGNATURE: l 5 (By n r or Authorized Agent) -.1. . ...-.... V.1-- --11-1-,i.--. a c 00A LnN � U.rlM O W J CJr-t� Z W C Z AjOCOC� J _ Cg W 1 C J Z Uj0be gfLn aa a o. v MARYANNE HORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05375 FIG 0200 CLERK'S 0 2004106969 RECORDED 07/08/IM 61:53135 pM RECORDING FEES 10.00 RECORDED BY L McKinley NOTICE OF Cf(D)IMMENC EMlENT 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 4 307 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 SDrinas. FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTO (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond CERTIFIED COPY, MARYANNE MOPAB GLERK pF CIRCUll COURT/ LENDER 'JUL 0 8 2004 Name and address Bank of America. NA, 750 S. Orlando Ave.. #102, Winter Park, FL 32789 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. 1" St., Sanford, FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KE1TJSUhteERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6TH day of JULY, 2004. �&AtA-U ............................................. LAURIE PELLEGRINo �`��pri��4, Notary Public Commp DD0232804 �aT t E-v,es 7/162007 80ndW Oft (800)432-4254 Fbrlaa Notary Assn.. Inc ><............................................2 : Boundary Line erg. _ 19L : CenteNns Celt. R;.-W-way Line C.B. Overhead Utility Line Ch. - - - - - - - - : Easemenl Line Conc. & Cenral Angle Const. ARC Arc Length ds Blk. Block Elay. i. -A- �9iG�T Bearing Calculated Concrete Block Chard Concrete Construction Concrete Stab Elevation Field Field Measured Fnd. Found Gov't Government L.B Licensed Business O R Official Records Pav't. Pavement P.C. Point of Curve P.C.C.. Point of Compound Curve VbV P.C.P.: Permanent Control Point P.l Point of Intersection P L.S. Professional Land Surveyor P O B : Point of Beginning P.O.C.: Point of Commencement P R.C.: Point of Reverse Curve P,R.M.: Permanent Reference Monument P.S I • Point of Street Intersection P T Pant of Tangency R Radius R.I. S Registered Land Surveyor RAN Right-ol•way Sec. Section S/T Septic Tank T.8,M. Temporary Bench Mark W/ With .sc.falL5 aR"� •S Oi %Z 07 W rS 00 T�'t3 E C'�ALco sE c� _ lPi+r�FiEto� I \ • •. .. _-� [S4.B ors Ol'9500e✓I 'lP ro/% � `I 401 �/ _ a .eE+la0 �B.Pt.?av .P: Z�l. Z7 Z 5.58 f to I t. Fr.~cv ' 3• ti � ,oQ,�..� S• Iu �, P�OPOsEO 00 40 0 Ian VJ CQ/✓C � �ia T/p - . a ♦ I ,ov..✓.v�E O E.osEME�� � q' C6 • S.oEs� F„io• 3y,QE,veO I I �c,,,o. �B ,¢E,¢oo —r—w OO�y23 FEe'o FGV c.E OE.S 7-1 O �/.• O T 4fLArZ To I.✓ --9 SEA/i✓oc.E C'ovvey. ,�co/Z.oA. CERTIFIED TO: PLANS REVIEWED CITY OF SA�NFORD /Dis/i9.SE 2 � • A Sv130/!//,5 /Or✓ /��'C0.20/.✓G �i�G ES 2y �q,,io 3Q; �rre�ic ,2Ecori?os of SMITH DRAFTING & SURVEYING, INC. 414-B. N. SPRING GARDEN AVE. DELAND. FL 32720 DELTONA, FL (386)734.7047 (386) 789-2855 DRAWN BY: E FCowEes REVISIONS: CREW CHIEF:�� GTE/�/Ee SCALE: DATE: won7-3 6, 6 - O4r- I hereby certify that this map depicts a survey performed under my suporvi- sion, and is correct to the best of my knowledge and belief: and that this survey meets the minimum 190in;cal standards set lorih.by the Florida Board of Professional Land SvrveyorG in Chapter 611317.6, Florida Administrative Code, pursuant to Section 472,,027. Florida Statutes. S� ley E. 2ith , FlorZissRogistered Land S-trveyor Cemlicate Number P36 NOT VALID UNLE`')S STEAL IS EMBOSSED Note: No instruments of record reflecting easements,limilahons, owner- ships, reservations, restrictions and/or right-of-ways, it any, have been pro- vided to this surveyor, except as shown. No underground installations or utifilies have been located, except as shown.