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Home My WebLink About311 Fairfield Dr 04-2781 COPERMIT ADD CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 PHONE NUMBE CRC 058496 PROPERTY OWNER 01 1 Ta.M PHONE NUMBER ELECTRICAL CONTRACTOR SUBDIVISION S b C7 � (W PERMIT # DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE y d. MECHANICAL CONTRACTOR n 0 PLUMBING CONTRACTOR d y MISCELLANEOUS CONTRACTOR M PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE City of Sanford Certificate of Occupancy T4�iM This is to certify that the building located at 311 Fairfield Dr for which permit number 04-2781 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 03/21/05 Engineering: C. Smith 03/21/05 Public Works: J. Crumpton 03/16/05 Utilities: R. Blake 03/17/05 Fire Department: Zoning: Maronda Homes Qt'� yyl 03/22/05 Property Owner Building Official Date DATE: PERMIT #: CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** Single Family Residence**** 03/15/05 04-2781 ADDRESS: 311 Fairfield Dr CONTRACTOR: Maronda PHONE #: Jason 321-436-1020 00 r 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. KEngineering 0 (- iFire 'Public Works lZoning Utilities (Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL 1S CONDITIONAL) CERTIFCATE OF OCCUPANCY `QY REQUEST FOR FINAL INSPECTION �" DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: N **** Single Family Residence**** Q 03/15/OS 04-2781 311 Fairfield Dr Maronda Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. 3. Engineering Fire ublic Works CI �R�� Zoning _ Utilities � 1Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) DATE: PERMIT #: ADDRESS: , CERTIFCATE OF OCCUPANCY , REQUEST FOR FINAL INSPECTIO9 o o , **** Single Family Residence**** � a 03/15/05 F- 04-2781 v � 311 Fairfield Dr u a CONTRACTOR: Maronda aCie lV PHONE #: Jason 321-436-1020 o W C � a an C3 RE- �- C7 N 0 �, m u V V o c _ CL a N V The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering !Fire Public Works Zoning _ tiliti (Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 1 1 1 , , , , , , , , , , , , , , , , , , , , , , , i , LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 3/17/05 08:47:46 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5 View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 271165 311 FAIRFIELD DR Free -form information 3/4"RC METER SET FEE $190.00 PD 8-25-04 REC#7145 F2=Address F3=Exit F5=Special Notes F12=Cancel LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 3/17/05 0 8 : 4 7 : 4 0 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. S=View detail Opt Description 269535 32.19.31.516-0000-0060 311 FAIRFIELD DR PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE 2 SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2781 PD 8-25-04 SEE REC#7145 3/4"WA METER SET FEE $190.00 PD 8-25-04 REC#7145 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 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 6 ; Celery Lakes Phase 2; Plat Book 65, Pages 29 and 30; Public Records of Seminole County, Florida. aka: 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. Respectfully; Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE —Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Pblicy-N*ber ,20r✓O �5 BUILDING STREET ADDRESS (Including Apt., Unit; Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number CITY STATE ZIP CODE .3277/ PTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc. Accessory, etc. Use a Comments area, if necessary. �'NGGE FAM/G y l�E's/4ENTiAL , LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: LJ GPS (Type): ( ##° - ##' - ##.##" or ##.#####°) NAD 1927 IJ NAD 1983 IJ USGS Quad Map No Other REC040 PLAT SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME 63. STATE GiT>' C7F .S , o Z> /202.9 .SEi►�i.✓oGE Cpv t/Ty ��o�2/Oi9 94. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER , DATE I EFFECTIVE/REVISED DATE ZONE(S) (Zone AO, use depth of flooding) _ I /Z�/7Gc�►6.5 E Aw,/7, /9.95 #AR/L /7 /9%S N B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. j_j FIS Profile jJ FIRM jJ Community Determined jJ Other (Describe): VIA B11. Indicate the elevation datum used for the BFE in 139: IS NGVD 1929 jJ NAVD 1988 jJ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area car Otherwise Protected Area (OPA)? jJ Yes JW No Designation Date: .✓/A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: j_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 N6t/O/929 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? j—j Yes AN No 18 a) Top of bottom floor (including basement or enclosure) 29.' ft•(m) m 0 b) Top of next higher floor A11A . _ ft.(m) O c) Bottom of lowest horizontal structural member (V zones only) ft.(m) o 0 It d) Attached garage (top of slab) 28 . 96ft.(m) E g 6 • e) Lowest elevation of machinery and/or equipment w servicingthe building Describe in a Comments area. CafP.) Z5 .30ft. m m / y 9( �� ( ) a f) Lowest adjacent (finished) grade (LAG) Z8- 6 ft.(m) z' N .C,1 ■ g) Highest adjacent (finished) grade (HAG) 29 . L ft.(m) m P 7 9 0 h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade e!�ZA 'D 0 i) Total area of all permanent openings (flood vents) in C3.h � sq. in. (sq. cm) /y( 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. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME _ _ _ LICENSE NUMBER TITLE COMPANY NAME .265 phi✓ T—t5;"/77/ f%2AFT/A6- >< Sd eVEY/•tom, �it(c . ADDRESS QO S/8 CITY 4 STATE EZA.vO FLO/I/�A Z132�Z/ SIGNATURE / DATE _ _ _ TELEPHONE FEMA Form 81-3'1-laaua4--f003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. I -For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I • PblidVNumber STATE ZIP COD Conipany-NA1C Number 1�✓Go.Po 3Z 77 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company. and (3) building owner. COMMENTS I Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For•Zone,AO and Zone A (without BFE), complete Items E1. through E5. If the Elevation Certificate is intended for use as supporting information'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 UJ ft. (m) I_IJ in. (cm) LI above or L_J below (check one).the highest adjacent grade. (Use natural grade, if.available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of•the building is I I I ft. (m) IJJin: (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 I I I ft. (m) IJJ in. -(cm) L_1 above or.L.-i 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? I I Yes I I No 11 Unknown. The local official must certify this information in Section G. SECTION F.- PROPERTY OWNER (OR.OWNER'S RE SENTATIVE) 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 REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS I 1 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Thiaocal official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation•Ce4ificate. Complete the applicable item(s) and sign below. 0 G1. I I The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. I_I A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) OF Zone AO. G3. I_I The following information (Items G4-139) 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: I_I New Construction ITJ 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: LOCALOFFICIAL'S NAME TITLE COMMUNITY NAME SIGNATURE COMMLNTS TELEPHONE DATE FEMA Form 81-31, January 2003 here if attachments Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit #: I b J Date: Job Address: .3 P c ' I d %ke- T/'A: (s Description of Work: Se e . / i 47 01% IV , O G Historic District: Zoning: Value of Work: S DD Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkle Alarm t✓ 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 T Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ,, II e (Attach Proof of Ownership & Legal Description) Owners Name & Address: A/d n d A. /411,L•G S 7 p S / 41 /C / A.1 hand�G Sar,'.te1 F!� 31 IN Phone: n Contractor Name & Address: t�t / CMG Sa G ., •' F� 1 i Se /M O /'A /'V Al 12e a Ken F (.r 3 3- i 4 p' State License Number: eF o o e O 9 Phone Contact Person: Phone: &GO Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all 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 that ma>vbc found in the public records of this county, and there may be additional permits required from other governmental entities such as water management ,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 713. �FS y• 13.0 � il'.�:''•,r � Signature of Owner/Agent Date Signature of o ctor/Aggent Date �a y L A1Da4�a1 SG/ l� Print Owner/Agent's Name Cont .ctoJen,'s Name g Signature of Notary -State of Florida Date Sig ture of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Contractor/Agent is ✓ Personally Known to Me or _ Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: ' ' cuun/, u�IT I INIE TAT NT IS ITY ANFORD STATEMENT NUMBER 104-76412 � BUILDING PERMI o^y ' (CITY) Y NUMBER: UNIT ADDRESS: �� ffr %�- ..... ..... ......... ........... ..... --- ......... TRAFFIC ZONE: JURISDICTION O6 C.��-��-..-------------------------- --- : - �� .=NFORD SEC: T — - - - SUDDJ, VITRACT PLAT BOOK: /-c� m�T BOOK ,�GE ��B------------------- '~ '~°' " r� ~~�~� Lucn: LOT: OWNE�R NAME: K �DDRESS: APPLICANT NAME: � � LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction _..................... FEE TYPE ............................ ................ BENEFIT DIST ............... ... RATE ----------------------------------------- D SCHEULE FEE UNIT DESC. RATE PER UNIT # & TYPE OF UNITS TOTAL ---- "uc ----------------------------------- ROADS-------------------------------------------- -ARTERIALS ROADS CO -WIDE O dwl unit $ 705.03 1 $ 7O5 OO ' -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142,00 LA, BRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384'00 STATEMENT RECEIVED BY--p- (PLV�y ASE PR-- AMOUNT DUE $ 2,285'00 GNATURE - .4.Al DATE... :-' ^ ... �---r--- NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A UILDING PERMIT. PERSONS ARALS E O ADVISED THAT ANY RIGHTS OF THE APPLICANT'OR OWNER' TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/O [DUCATIONAL (SCHOOL) IMPACT FEEMUST ~S " BE EXERCISED Y FL IIN A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVIN" SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY O" OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF TH° COUNTY LAMD DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEAL� MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEENTATION OFFICE" 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (4O') 665-7474. ^ PAYMENT SHOULD BE MADE TO: CITY OF SANFORD ' BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** �� \ � �� U �'c� �� \� � � w � Off_ 7�� CITY OF SANFORD PERMIT APPLICATION Permit #: Date: July 7.2004 Job Address: 311 FAIRFIELD DRIVE LOT 6 CELERY LAKES PHASE 2 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $128,488.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,422 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Owners Name & Address: Maronda H es 1 c. Contractor Name & Address: Russell K : er Phone & Fax: (407) 475-9112 Contact Bonding Company: Address Mortgage Lender: Address: Architect/Engineer: Address: 4005 Mar Proof of Ownership & Legal Description) License Number: CRC058496 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 cons't`nrta in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 7/7/2004_ Signature_ o�er/Agent Date Russell Keith Summers Print Owner/Agent's Name A& 'D 7/7/2004_ Signature of Notary -State U Florida Date .......... LAURIE PELLEGRINO _ � Comm# DD023280+ i y°g Expuos 711r1007 onde ?a Fbntla NOIary.�g:: I, c Owner�A`gthlli�"_7C= m-r;Z na)�y Known to Me or _ Produced ID 7/7/2004 Signature of Contrac /Agent Date Russell Keith Summers Print Contractor/Agent's Name 7/7/2004 Signature of Notary-Stat4f Florida Date r.,."Ls..--R-IE0'P'E.L'E.G................ LAURIE PELLEGRINO Comm# OD0232804 t � Expires 7/16=07 Bonded thm (P^ `11'.4254: Fbntla N^..ry'. Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: BldgDC Za Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 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 6CL00602 6-2 FAIRFIELD DR ORO-CEL WINA4 LEFT WINCHESTER A 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 Ioadina is in accordance with ASCF 7-9R Thaca tniccoc nro rtocinnarl fnr ven onrinanrl heailriinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 27 Truss Layout 3-26-03 Roof Loads - VT 4-11-01 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 A 3-21-03 Al 4-1-03 A2 3-21-03 Total 33.0 psf A3 4-1-03 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" A4 3-21-03 A5 3-21-03 A6 3-21-03 Floor Loads- A7 3-21-03 A8 3-21-03 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf A9 3-21-03 B 3-21-03 131 3-21-03 62 3-21-03 Total 55.0 psf H 3-21-03 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" H1 3-21-03 J 10-9-03 J 1 10-9-03 PLANS REVIEWED CITY OF SANFOF JJ2 10-9-03 J3 J 10-9-03 J36 10-9-03 J4 10-9-03 J413 10-9-03 INV # DESC QNTY -- --- DATE: J U L 0 8 2004 18331 THD26 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 1 18370 THJ26 4 40-0 \ A W N (I - - - - - p- A � x x \v C N x x \ II _ co I 0o N I N D D D c" D w D j D I D D N ID IA I I D m D co IV °o ODD SPACE N o N � ODD SPACE RAN CE LING ODD SPACE 7-0 7-0 f I� y Z m Ih' CD x i Z I 'i \�LrJ. UA Uw 1I�11�U IL_ _ _ IIL J co CC)W CONVENTIONAL FRAMED ENTRY 17-8 i 8-4 ►L- JOB NUMBER: WINA4 CUSTOMER: REVERSED \ 11 JOB NAME: WINCH ESTER A 4 DRAWN BYt:� PITCH' 6112 BEARING. 3 5" J U L 0 8 2004 14-0 DATE: 3-26-03 OH: 12' LOAD. 33# Dsf HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It is the responsibilitv of the instalier (builder,building contractor, licensed contractor. erector or erection contractor) toorooerlyreceive unload store handle install and brae metal plate connected wood trusses to orotect life and property. The instalier must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses fora particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood CCAUTION-' `coeitractor fai :a •'�ioiob ri tiori eontcacfiiris adi(ise :far_I:�andling;".Enstalli�g'&: inected,iioodTrusses -.- I-R- ..A L.., TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc exoressly 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 Ccpynght © 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. CAUTION:=Allteiii;Porarjibracing sh'oufd ba no'fess ":;`.�;�: :;than :2u4":grade,'�iriailced��umbec:s•Ail�reo�rsectioits; sho�fii='.beirtae9e Awith=minlmurr> e�f.>?-V6`a:i�aiEs:•:f,!! }F` •\jt'� �JA}^1:Y=��n.w-,,..� '..f. r. .. `tsussesmssui.Ned:2'on,center or` 6ess All mCiilti-pig , -.�-;ti-�,tri��se'sTsfiould;Eie'�'connected'fogetEie��:iri:�acco� -i - ��• ry;'. eK : o ance�with=i3esign:i�rawings^0rior•io. nstsilatio' n. -: TRUSS STORAGE T.r'usses`siiould:riotbe `,.y.•::T„...:r; .ca��,�rn:.cra,:ua`..j�, `yy. r;•1 i ^„e.: T+37^.e,ti �� r;urildaeiedronsroughferrair�.or:ui=,r :even�surraces:wi mage.ta�ri.iss: Gi4'UTION':„7russesatorei3fiorizontali should bey ' �;• �lo "�lcliin revent.exce ssive:laferal . �s` orted on ?';;;Emending,ancl.lessen 'r t` VNARNING:?Do n"ofliea'k6andngruniil:installation �l:i A:..: _ .:v:••C :`..:4:Sii �A :ti: "r t` �'^/!Y�-i:c ''_._•h,:lit,v �begiris^ CaretaFiould!Eie;ezecissdin-ibandng;;r?' 1 -��fi.:e?i-au�•s:�r'tj;J-iaa r.a'"". '-•''vigaa'._,«�._o.:.:.•, :.°4,moval;to.avo►d=stiifEin of:iritiividua(�t�aisses st `F Fran `>F,- �� - ,C'RUTIOf�: ;'.Truss..s•stoied.=Verticall�-�snoul., iie i2:' :.•j.,:-:l Dili ^'r^� - �',: - _ •:t _ 4• Q 'v.. ,t' yin - 'o� � ce nt o � ��tiraced•t �. 1: P RP . $,.,. P.P • —..-+.w ::c �!':.wriF�Y.i.i�%�'�7E:�•:.. :'Y`fizi7..i�.:"':w"==J?rK:. �ti •: - .:_r �e.�,. r 'K. rDANGER`.jDonot-store,bundlesu 'ri ht:unless :, �tr 1 x'a'h'�.:, - ..,f ��:Xsi. �, r .. ;a•. fte nti!!�i:i�tsi:": "grin¢ t _�-. :•• _ <. .. „4 .. _.v:�r?rnr,•..,,...,.:., _ .. , -.... . .t ` ��?�DANGER;:,;�Walkin/y� olilt�.usses�wh.ich°are<l•'ying;f;lat<_ .y^�±tu r'!'�AT,v,y" r.�• � i' l'i+.rii"e Y tts extremelyr:dan,••gerous' and isnouId: E e: t�ictly �_ 1, ._ may;:•. ;•.t:•.,.: ..G, e 1 Tag Line 60° or less or less\ ::fINSTALl�4TI0'N;; Approximately Approximately Tag �� '/2 truss length 1/2truss length Line Truss spans less than 30'. Spreader Bar/ Toe In --� Toe In Approximately 1/2 to :6 truss length Less than or equal to 60' Tag Line Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set In proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Spreader Bar Toe In —,..�` Toe In Approximately 1/zto;;truss length Tag Less than or equal to 60' Line rt• rn.lsli••In'hl Tomnnrarv'rii;acina:'sh'own in th" "'. a,D§p g9;•:and;;'ii.sometcasesicieie -.�G uN Bra- 'CEIV :3UIF DG' 16 _ = Strongback/ SpreaderBar l AporoximatelV I Y3 to Y.• truss length Greater than 60' Tag Line Strongback/ SpreaderBar At or above — mid -height Tag Line A 'al i r Approximately iy 2/3 to Y, truss length Greater than 60' 1iisiall�fibT►ro0 = 41 %J7 Typicalvertical i -- EnJ Wnll� atuchment ( plant _i: ,r ,r•(•'' �� .c_�;: fit= -ems !_i-_� Al •�,/ .. .I Blocking f if Ground Eracc _� ^• - i I Verticals (:iBu) 1, d oraov_, I'"W..: hall ,:��•V;('•li• 't'•.. T—. •. i Typical horiiontal tic member with t, multiple makes (HT) ttruoa of bra• oup of truvae (cB) �r7!r+G 7 12 4 or greater 11 i ��' \`•�i��fpi7i �-..''fin % i Top cho, do that are laterally braced can buckle I ogetherand couse coliapse ifthere rano diago- 1> nor bracing. Diagonal bracing should be noiied in to tuaeraice of the top chord when purlino are atinehed to the topside of the too chord. 1. F. . r• •,{ ',i''I .iv,;,1'I' TOP.CHORD;'':1"':4f it t'• :•i'..•MIhIMUMS ,;" �.� TOP CHORD ri4r.; 'DIAGONALBP,ACE `' • ;I " "'� "•+' '�' PITCH= •:�r��•il - L'ATEFiA'L B- RAC 'SPACING D6-' i` co,4N : ' i : 61..FF=R=NCE SPACINGSLe-g`.:_. russes t )'. SP/DF -SPF/HF 401 UD to 2B' 2.5 7` 17 12 Over 28' - 42' 3.0 6' ! 9 I 6 Over 42' - 60' 3.0 1 5' I 5 I I (),,Pr fn' See a registered professional engineer J DF - Douglas Fir -Larch HF - Hem -Fir rConiinJDU5 Top Chord eral Bracequired _ 10- or Greater f Attachment Required 1 SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. 1 ��•4i ,.rf, {n,, . I—, r1 rhl i �1•!.' ,.•I 1�"•V:�' i.�1't. �1,:ji�• .., . �• 2I••'11f_ 1' �. .. IH h.�:1 ��,,,tl�:' •Pti!r��.'�. i`T.. , 14`ty °•"1:.'. i, j,�,�•4 k� nw.�!� I:�nl��f Cl•Inr.'r'�^-.TOP;CHOR_D'i`•�%�r?, `�.. >^lid tr��t +t1'Sa pp d• •1 GON TOP..CHO�RD, DIAGONAL , Y"i�}iMli. ':rvn.•94i Gv i=�1 MINIMUM'"L`'ATERA'L"BR4CE' 5,.. DB PACING;( g) •;,'' i rf. ttri /y1 1. •• [i;; . fir,, trusses ''SPACING' LB rii F fr:..r•' .SPAN wZy'47f�}',� W� • !;i�.c.;41 =?Itir'I�J:•',�.%a ��S•'y".lrl'.A`: a LID to 32' 4/12 8' 20 15 Over 32' - 46' 4/12 6' 10 7 Over 48' - an, 4/12 5' 6 4 Over 60' See a registered professional engineer DF- Douglas r-ir-rerun HF - Hem -Fir SPF Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace —� lapped at least 2 Required-- trusses. 10' or Greater I I/ Attachment l Required — I,ro .N ITCHE�� r•}r�� laterally braced can ouc4le • pC yvF Top chords thatare togethera nd cause colleges i!thereianod,ago- \ not bracing. Diagonal bracing a h ou 1; •p henpuriied to the undaraide of the top chord when purling _ are attached to the topside or the top chord. aSCISSORS'�TRUSS i >. �... 12 4 or greater r Botton at eaci sr, t7 _- - -- -'•-•----P - - -- - ��I:i Ali V+ HORD -�j'-��1\1 t •�,:+.' I�...+N �B � O,,M-CFiORDi DPA'ZI AUBRACE LAB ACE • -''SPACINGt`(DBSj «' l��lki'�'�r'ii�i�. • .Ni. , pry - 20 1s 110 I 7 6 4 >rofessional engineer 1 SP - souinern Hine SPF - Spruce -Pine -Fir - -- All lateral braces lapped at least 2 trusses. 4'6'w eh{6c'I'D PI_^I\; �._ ,. al+'n�.:, Y+:u: •a - -ryn-••. .r,, :, N'.�•'i�T', .:tn }Ic!4+yf.�', i�5'r.-.« . tiC✓�%'rt':JI B: ti+y�'. _ ;y:.a.: .` i•1 .. n•y ,:r .i'. ^i�:9;',�ss J:y;i:. �ix.r v"'at�,l'„`-,r,.a. .k•^'a!:: ii.t`i-.Sa'....f.. �{':.il`: ':V�. 'ij r`5..= ..�i' .•�•• - - - t�''`;".. �': �i:ii•'r ::j4...:•�. rc u_. r•:�:.ti t' ,.. '- co� menda�'Ions>col�ld:result �,�:• y�:� •':j" �fuf'eaoi�ollov>r�th•ese;re m � _ . L-•- ;r: :: Ft::r<•..' .w ..t 'h,• �.:'•:: •.`"SC.':+y" �i ::y�7,.• C:-AYCh4 ;i_5 {. 7 .:5; _ i::�; .'S„. _''�°:.'. .c. ..q?•ii:+f.�:._7Fr Sri. '''!� _�it:'!tfii ...�-r'.:- •xF, e:: ersanab in ur'.,or�dama e�,to tcusses4orsbulldin S ;:_<�> "'!• '9i;i. % ^ �`,1.':~—!7..:.y„�. •.i�r.'A 'af:—r C. .�l,R"� sa.:=:'K'eY''.+:•: r:�1;:�.. (,1y:: M.� C ..�1-...' �•• - '�I 1aiir.i _a�.':1"•-��;, r,_ . :. d��.a6.:1�r,.• ..iFei±iS.t.r: ,4:,�f.:.. mod(.,: , i!^,''T!:F:• , c-.,ti�ia--i rG11.ar•� c _ ..\-'a:. 'o 0 C+ Permanent 1PPs continuous a\ lateral bracing °� as specified by the truss engineering. =rarnR d. Cross bracing rep_aied at each end of th= building and at 20' Interl� �i�. i Ir' IN�fi4St. t_•flr'T fW-^_l j il.,J l- 4r, �}� +t� r: Aw•' �"Y�"N•4•K•:.: a-fl.',. -.�LS�. 147 .�i '_�.•'. "•:T' .ri. w:l,.��i+.,4r>7ev,•...... �r,.�' S •�'n'fi�R;^'�„ d�i•':� ; 1;, °L1`- -�iv;a'•'_ I' i•', rz i °.TOP•': �� qq,n.;L-.;. ;;I'q 4;�r hgr�i;,3 �iMINIMUM n:.w..S..�n j�LAT.ERALZBRACE SPACING /DB "L r•. SPANs'.+4f't?�rA.� r'DEP•, rli�G SPACI G 4^' N (L"BS}'�;j� -i"llq jlti#'Lrusd +'' Wy.,•7.i;'lJes��Q "ar, �? '� cr;;; •h.r;' ses I ••r?� ;S P.l:D F•S.m S P.'F! H F. ..:r...-r. a U to 32' 30" 8' 16 to Over 32' - 48' 42" 6' I 6 4 Over 48' - 60' 48" 5' I a 2 Over 60' 1 See a registered Drofessional engineer OF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Z4/2x6PARA'L'L�'L'r ' ;CHORD-TEU',SS• '=-+�`r +i?•'arr v}.hl�ti.r-til:.y�;r6iL� Top chords that are laterally braced can buckle together and cause collapse if If, ere ie no diago- nalbracing. Diagonal bracing shouldbenalled to the underside of the lop chord when purline are attached to the topside of the top chord. / h•!iL'�a,leF: '_ Z.'+ri;; hrr_ I'PE;-"y'a21fi' ,175R•::.,•._,-..:.:� ah+?%�i La{jeast"tvUo ,bF tr':a;: /• Ai,, S Musses sMN.;;:1 2. _ay 11 The end diagonal brace Ir;!�I 1 M 1 Y.iu for cantilevered End diagonals are ess.en7�Ill _tfaF18 trusses must be stability and must be duplica9 placed on vertical both ends of the truss system. webs in line with the support. _orr.'_- •. t':,;iatsuu��,r-A i'^'�-,, ..s �'y_: ^��.m^;. 'v- 4x2 PARALLS�_ CHORD'TRUSS:TO?.CHORD'` Top enordo that are laterally braced can buckle topolherand cause collapba if there ra no diago- no[ bracing. Diagonal bracing should he nulled to li re undersidu of the top chord wriest purlmu Are attached to the topaide of the top chord r-rame 5 Continuous —� Top Chord Lateral Brace T Required 10' or Greater Attachment Required — / 10Trusse (O.S) 'yi-y Sp F111F 2' D.C. 30" or } greater Continuous Top Chord Lateral Brace Reouired T7-��1=� 1 O' or Greater r' `l Attachment I•- LRecuired t. I J�rr u Trusses must have lurr, bar oriented in the hori- zontal direction, to use this brace s.pacing. ..w': 4"'y 1�u .,4. j M, Q A T TOP CHOR Ili% - '0'N�` !A`1tr15 l',TOPCHOR 61'.441 A G R 4EL AL Lr B RA SPACING' J, ',1 ~SPANrr "'R SPA'CING(LI • 0 - IS R/D F SPFIHF.,'i Up to 24* 3/12 a, 17 12 Over 24'- 42' 1 3/12 1 7- 10 6 Over 42'- 54' 1 3/12 1 6' 6 4 Over 54' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine oc HF - Hem -Fir SPF - Spruce -Pine -Fir C5 45 9 0 Diagonal brace also required on end verticals. Top chordn that are lateinily braced can bucI04 f nget I I- and cauric colizirme ifthnrir in no d iap•. nillbrocilig. DiaLonalbiucinoGtii)iilciucti.nileci to vial underside of tho top chord when purlins nre attacht:d to the topaide of the lot) chord. PLUMB 12 3 or /`N, greater /* N, N, N, N N N, I N,. N Ntat N' N. ....... ..... All lateral braces lapped at least 2 trusses. Continuous Too Chord Lateral Brace Required 10' or Greater L Attachrrient Required -- -Vi.1Ak.Nlk4G:. FaOlUebrtbI,6111* t.les-e- 'tdd dinhiffid nd.6tibrit c"Guld f66uft [n, severe person-al,irjjury,- of da_'rni.a.d&-io-irus"sq.§. or buildings-. T. uss Depth O(in) Lesser of D/50 or 2" Maximum -Plumb Misplacement Line 1'-'"'INST-A-'�LATION--TOLF-RAF�C-'E'� 13OW Length hr L(in) ...... ..... Lesser of U200 or 2" 36" 1/4" I 3' E4: V, " I I so., 1-1!4" I 96" I Ell 1 1 CC" I 21 OUT -OF -PLUMB INSTALLATION TOLERANCES. L(in) L(in) ........... ... ... t Lesser of U1 L/200 or 2" I "Ai266' , " L(ft) =5C 1 =14' 4.2' 1 200" 116.7- 1o0.. 112.. 1 8.3. 250" 11.1/4" i 20.8' 1 5G" 3/4" 1 12.5' I 300" I 1-1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. 7, `9, 1 - - b -'i r e., �V[aronda terns J MARO]MA EmEAsB 4005 Afar,onda Way Sanford, FL 32771 (407) 321-0064 Fa-- (407) 321-3313 Date: March 5, 2003 To: ]Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley1russes 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. %Tom Ponce, P.L. Date: 3) S(, 3 I I MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client The designer dhehea any respomtbIDty for damages as a result of faulty or incorrect Ird.M.ton, specifications and/or designs furnished to the tens delgoer by the client and the correctness or accuracy of this tnfmmatlan as 0 may relate to a spo- cLik project and accepts no responsibility w exercises no control With «gaud to fabrlca- Uonn. barndimg, shipment grid installation of trusses. This tram has been desipmed as an tadlvldiul building component in accordance With ANMfM 1-IM and NDS-97 to be hrmrpomdc& as part of the building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the bunding designer• the design badhrp shorn must be checked to be sure that the data shown are in agreemrnl with the loos, building codes• local el1mntk records for wind or .now wad.. project spee9luttom or special applied loads. Unless sham, truss has net been designed for storage or occupancy loods The design assumes compression chords (top or bottom) are continu- ously braced by sbcattdng unless otberwt e specs led. Where bottom chords in tension awe not fully braced laterally by a Property applied tWd ce9eg, they should be braced at a maximum spacing of 1 V-O- o c Connecor plates shall be manufactured from 20 gauge hot dipped plrantred steel meeting ASIM A 653. Grade 40. unless othewtse shown FABRICATION NOTES Prior to fabrication. the labricator shall review mis drawing to verity that this drawing is in Cnllfarmance with Gig fabricator. plans and to more a eo,tmuing responsibility for such verl- Ocaton. Any -1 panrtes are to be put in writing before cutting or fabrication. Plates shall mat be frosts lied ever knotholes. knots or distorted pain. Members shall be cut for tight Nleg wood to wood bearing. Can. nectar plates shall be located on both faces of the inns wtth nslls fully embedded and shall be sym. about the joint unless otherMse.hawm. A 5x4 plate Is 5- wide x 4- long. A W plate is E- wide x fT boy Slots, (holes) ram parand to the plate kngLh speelfled. Double tub on Kb m®bus shall meet at the crntrold of the w hs wdes3 otherwise shornnec . Contor plate sues we mwtmmm saes based on the forces shown and may need to be ecteas.d Ice gert.in hand- ling and/or crection stresses. This taus b not to be fabricated with me retardant heated lumber unless olhembe shown. For additional hmfamatlon on Quality Control refer to ANSImi I-1995 PRECAUTIONARY NOTES All bracing and ereribn recommendations are to be folbwed In a®rdanee With -Handling installing 6t j3rsdue. HUB-91. 71usses ore to be handled with putlodar care during bending and bundling, del" and Installation to avoid damage Temporary and permanent bracing for holding cusses in a straight old plumb pm- tuen and for restating lateral form sh.UI be designed end e..tnn.A by others. ardul hand - Ling Is essential and ens2lon bra" Is always requhed. Normal precautionary action for trusses requires such temporary br mlog during install" on between in wes to avoid toppling gad d®eaey Th. spervbl.. a1 ""lem.1 ss trues shall be under the control of Person. experienced a the Instaltation of trusscs. Prdessinal .d.iee .hall be sought 9 needed. Concentration of coasinmetwn loads grata than the design bads shall not be applied to truces at any thne. No loads other than the grog t of the sectors shall be applied to trusses until after an fastening and bracing is completed. MONO VALLEY VALLEY TRUE COMMON VALLEY VALLEY TRUSSES ITYP SUPPORTING TRUSS VALLEY TRUSSES (TYP.I COMMON OR GIRDER COMMON TRUSSES (TYP.) 11 TRUSSES • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3-0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL �y 1 2x4 t 2x4 OR 5X6 OR 46 316 1 /X6 DIAGONAL WEBS 3x6 416OR REQUIRED WITH SPANS 2x4 GREATER THEN 26.0.0 316 214 2r4 0.0.4 315 2X4 214 911 MAX. 6.0.0 D.C. (TYPI �I TOP CHORDS: 2X4 SP 12 BOT CHORDS: 2X4 SP 12 WEBS: -2X4 SP 13 I•) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE III WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE t 416 OR 214 2x4 ' 2X4 4110 2x4 30 on 3X6 on 2X4 t 4X6 OR t4x6 ♦ 2x4 VALLEY MEMBERS AT 24 - O.C. I7YP) 2x4 7x6 I VARIES 12 2x4 �J UPTOT 20 2x4 30 MAX 6-0.0 O.C. (TYPI MAX TRUSS SPACING BELOW s 41' D.C. SPANS UP TO 60-0-0 1 III 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) i6d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES .ARE T120 GA TESTED PER ANSUTPI 1-1995 Cont. Support Studs @ 6-0-0 ox. WAKIVIi ki: READ ALL NOTES ON THIS SHEET. �jaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL 32771 Bracing shown on Unb drawing Is not erection bra". wind bracing, portal bracing or sehmtr bracing wbtch is ■ part of the Imdkling design and which must be considered by the build',( designer. Bracing (407) 321-0064 Fax (407) 321-3913 she w n Is for latent support of taw members only to reduce buckling Length. Provisions must be TOMAS PONCE P.E. made to .nehor Lateral bracing at ends and specified docatlom determined by the building destgher. Addlit—al bracing or the ov-11 street„ may be cal dad. IS— HIB-91 of TPU. LICENSE #0050068 rrtmw Plate Institute. TPI. Is located at 5W D•Onofrio Drive. Madbom Wlsceme 53719). 1990 GREENBRGOR C r.OVICDO.i'L32709 Ling. Job: WO: VALLEY SET Dwg: Truss ID: VT Dsgnr: TLY Chk: Date: 4-1 1-01 TC live 16.0 psr DurFac - Lbr. 1.25 TIC Dead 7.0 psr DurFac - Pit: 1.25 . 11C Live o.0 psf O.C. Spacing: 24.0" iTC Dead 2.0 psr Design Criteria: TPI Code Desc: TOTAL 25.0 psr V:06.29.00- 8302- 3: ffW II'LOCKING MARONDA SYSI V1S DESIGN INFORMATION This design is (d an ilWividual huihlin cunlp,urm will In, t... lusal m inf umadnn provided by the eli.m. The,kaigtser JI¢l.ims nnr responsibility Iordamagcs as • mods dP 1=11T tar i1x rrect inf,"w1hm, spcelfk-alimis -albs de dgns firnisbcd to III, ums des.. e by Ill- clkm .nJ Ill. c-mcSocs. or aceu, wry ul des inhtruml'wn as (t ,my relate la a apc- chic pn,Jcq am! mulls m msiltmdbillly I. Slcrelws no emm,ll with regard in labrka- dan. h.Wil.g, shipment and Invatlatl„n of usses. This truss bas bun designed .. all haOdJua1 Wilding em,glmaml In wc,.,lanee .irh ANSIrT►l 1-1995 .td NOS.91 to be b.mj and at pill ul lbe buiblirtg dcs{gn by . 9.1lding Dcil;Iwr (r .Immd ■rr3dttn m pmfccul ml en:ineer 1. Whew mvktud fur •ppruval by 1be Inliding ,ksiglsv, it. design h,adiugs shirvrn must Im ch=hA to he sure that it. data slum,' arc In q,ecmcm wilh the local WWI.; udn. I,r.l clima1lc m-ords hr wind or ..I- I..ds, pnym apeclrwl. tar q.01l applied IWJ,. Males throw, Inu has n■ been dcfiprd I- slm.ge a Irsquary lmtda. The deign .. clmpnasim cb,rds (uw, or M11mn) arc cnmina- ,udr 1t 1 by sheuhira .deco utlrradw sllccilled. Wbere huuml cI-d, in wnsl,n are nm fully N-..d latenllr 1-1 a p.r.,Iy applied rlg61 eclling, they drtold be hrarrd u a =.I—. R—J.g 0( 1W-0' 0 c. Gmnrnu plto [ball he mamfnLwreJ frmn 20 gage hat I,irq" gvlodad ,tecl mwin: ASTIR A 613. Grade 40. unkis uIh.-i. ,turn. FABRCCATION NOTES Prior III fdrinldm, dw fabrima, shall tcwkw This dF—Ing to varlfy that this dn.ing is In urlimou c' with the rd,ricalm'' plans tad in rollte a arinti-io- resp—illililr fat nwh —i- fkallm. A.y, Ji-mF—k. ue na M put In trtili,ta h-fwc ealdno m latriull,n. ►lama shall mu he inuallcd user kwutada, kits Ir dhicrld gnln. IIA-d,er. dull he — hlr1101 Otllrq _.d in r w heard'. CIn- t„!hr III— dell Iw hruuf m NO farrs rrf the rm3s wilb mils fully Ind.'dd j . w dn11 Ins lym..bl.d Ile )ulw u,den ullrniw dr1w1 A Sal plate fa S' aide a f' Imp. A 6.1 pltoe Is 6' .ride a 1' IurL. Sim (Mtn) rnn pa,alki 10 do phur length , dr.d. Double cw,t m ,vch m--d era'hill men at dtc ce ntwuld of Ile .cb. mien trbc i,e drawl. Caricetm p1... dac, ual mlid— dlca bwd tade lrs rt— mIns nmn hand - hill a,Wnr crcctima uu" This nuts Is not 1. be 121,kaleJ with fire rcurolII,'scud tunaher udcssm ,,awlw thllwn. fiat uWili—I Inftlrmathm,m Quality Gulrel refer to ANSIf1 PI 1-199S PRECAUTIONARY NOTES All braelo, ual q¢11m renwmed,,I n arc h,be hdluutd in IwrJalrs with 'lla,all',ng Iwstalti,tc t Bracin{, HIS-91. Tnrsws .m In he hmWld .ilh panieulu ram dutln= hanllol and hunnin;i. delivery nal irlvalltohu in as•,dd damq Temp—T ad perwu,enl h—ing fur balding w7 In a atniab, .,td plumb I. u Ilim ,d for redstiltg talent forces shall he Iksl;lyd and Inoelld by,MJ n. COrcful hand. It-; IS c>remdal ad —Um h—Ing Is .Iwaya reyrircil. N„ruul prn�.,,tit.r>ry .ednn fir lrutses m,p,lres such tcmpunry, burins thtdng Installmi.n tacl. trusty, W —lid hTtpling told d,mindn;, The aglcraslnn of ereclilt nl IMM I11311 be undct [be c,wr^I nl pe, L,ns e[I,c.ictatJ m the I,wdln{.n nl Itnsre 1. Pn z.l shin ad.1c. du11 he uwgh, i! necdcJ. GmCCIOZIm III Witslrltdtto hulls greater than it. d dgu buds shall mr I. appti �Il Id trutsn at am Ilmc. Nn I..d, mhcl dun the —i;lu of emca,rs shall Is applid In uussa umll after all laclening aml Miciup I, nrripl.wd. \\\%kill11111II/p j� _1 No.0050068 's a a STATE OF OR I �aS1 O N A l E�6\\\�`�\ //41111111111II00 HIP GIRDER A-10: n1I'DE'rA1L TI: ilip 0TV:1 2x BLOCKING ADDED TO. TOP CHORD OF STEP HIP TRUSSES TO SHORTEN R OSB NOT TO EXCEED 24 "O.C. TO BE NAILED TO TRUSSES W/ S @ 12" ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING WARNING: READ ALL NOTES ON T111S SREL'T. Elig• Jo11: WO: nIPDLTAii. Maronda Systems A COPY 01? THIS i)RAI1/1NC TO BE CI EN TO ERECTING Dwg: Truss ID: IIiI' CONTRACTOR. rlsgnr:. Cldc: Dale: 10-20-00 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurCrac - Lbr: 1.25 SANFORD, FL. 32771 8,a,in1 s6m•n rand t Jn.t•iwg i, nw1 crccdon hrusing. uini hieing, p.unl hractng ,r sin,lta, N-ing iv rc ))cad 7.0 psf Darr ac - Pit: 1.25 (407) 321-01)64 Fax (407) 321-3913 ,d,i,J, a pan nl ,hc la,ilding Jcs �n atul whirls mmI he unuiJe ell by 111c building Jcsignu. 0lachig dint„ it w1 lam al n,ppml nl test mcnshc,s mly In le-Ime tmclhng Icngih. I'nwiduns muss he lily Live 0.0 IISf n O.C. Spacing: 24.0 TOMAS PONCE P.E. nwJe to •n,l„• taint h,vcing aI c,W, aro1 spc'ilicJ hcnuml Jetumim.l by tic huilJiug Jcsigmr. A,IJidmal h,wrin� n( d,c uvudl xructue may le BC Dlall 10.11 Desl n Criteria: 'CPI g LICENSE N0050068 I LICENSE #00 R LT.OVIEDO,FL04760 mtp,imJ. ISM IIIB91 uI TPp• (T,uis I'lile Insluum, TPI, Is Rented 21 313 D'Onnhid Dtivc, lMdiuul, Wianlsin 53719). psf Code Desc: -- — - -- TOTAL 33.0 psf I V: L.01.00- 30106- 31 HCS: 01.01.00 Delis.: WWI A..I,•Ji, 108 1'.1T11: CAT££•L0XU00S1f11PDET-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 result of faulty or incorrect Information, specifications and/or deigns furnished to the truss designer by the client and the correctness or accuracy or,his Information as It may relate to a spe- edic project and accepts no responsibility or exercises no control with regard to fabrics - lion, handling. shipment and installation of trusses This truss has been designed as an individual building component In accordance with ANSI/7Pt 1-1995 and NDS-97 to be incorporated as part of the building deign by a Building D"Igner (registered architect or professional engmeerl. 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 cod", local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. U1153 has not been designed for storage or occupancy loads. The deign 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 rtgid ceiling. they should be braced at a maxbnwn spacing of 10'-(- o c. Connector plates shall be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless other tsc shown FABRICATION NOTES Prior to fabrtcallon. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrlmlor's plans and to realize a continuing responslbLilly for such ved- ncatlon. Any discrepancies are to be put In writing before cutting or fabrication. Ptates shall not be installed over knotholes. knots or distorted grain Member shall be cut for tight fitting wood to wood beating Con- nector plates shall be loaned on both faces of the truss with ..it, fully Imbedded and shall be s)sn. about the joint unless otherwise shown. A 5.4 plate is 5- wide x 4- long. A 6.8 plate is 6- wide x 8- long Slots (holes) run parallel to the plate length specified Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum size based on,the force shown and may need to be increased for certain hand- lingand/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otlherwise shown. For additional Information on Quality Control refer to AN51/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendatlons are to be followed in accordance with "Handling Insisting A Bracing-. HIB-91. Truves are 10 be handled with particular care during banding and bundling. delivery and Installation to avoid &&age. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Ilion and for resisting lateral force shall be designed and Installed by others. Careful hand. Ling is essential and erection bracing is allays required. Normal precautionary action for misses requires such temporary bracing during installation between trusses to avoid toppling and dombnoing. The supervision of erection of trusses shall be under the control of persons expenenccd in the bru;WLallon of truss". Professional advice shall be sought If needed. Concentration of construction loads greater than the detgn loads shall not be applied to trusses at any Ilme. No loads other than the weight of the erectors shall be npplled to trusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 965# Support 2 922# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D--0.14" T--0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB - 1.15 10-3-2 0-4-3 Tr� I WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125fr>ph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W. 44.0 ft Truss in ZNT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2768 0.48 2- 3 -2573 0.55 3- 4 -1912 0.50 4- 5 -1654 0.42 5- 6 -1908 0.51 6- 7 -2573 0.56 7- 8 -2768 0.55 ..BC ... FORCE ... CSI 14-13 2426 0.51 13-12 2045 0.41 12-11 1651 0.30 11-10 2046 0.41 10- 9 2426 0.51 TI: A ATY:2 ===== ____===Joint Locations=====________== 1) 0- 0- 0 6) 31- 0- 8 11) 25- 0- 0 2) 6-10-15 7) 37- 1- 1 12) 19- 0- 0 3) 12-11- 8 8) 44- 0- 0 13) 9-11- 4 4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 5) 25- 0- 0 10) 34- 0-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 44 -965 BOT PIN 43-10- 4 1451 0 -922 BOT H-ROLL 19-0-0 6-0-0 1,, 19-0-0 1 2 3 4 16 7 8 0 5X8 4X6 6.00 Y'%u aA fU sX1U 4X6 8X10 4X6 44-0-0 9-10-3 0-4-3 '14 13 12 I1 10 9 1498# 3.50" -0-0-� 14521/ 3.50" L (RO-0 0 I 1" 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 YYAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINA4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dsvg: Truss ID: A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cleft: Date: 3-21-03 TIC Lire 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY SAN FORD, FL. 32771 Bracing slwwn on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building d"tgn and which must be considered by the building desfgner. Bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 sham is for Lateral support of truss members only to reduce buckling length. Prrnlslons must he QC Lire 0.0 psi Spacing: QCIn O,C, S 24.0" TOMAS PONCE P.E. nude to anchor Lateral bmcing at ends and specified locations determined by the building designer. Additional bmcingof the overall structure may be required. (see HIB-91 orTP0. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Ono(tio Drive. Madison. Wisconsin 537191 Code Dese: FLA 1005 VAN NESSA DROVIEDO.FL32766 is TOTAL 33.0 psf V70 05 02- 44- r 1.c-wnvvoanrrnfA4v HCS: 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 This design is for an Individual building BOT CHORDS: 2X6 SP #2 component and has been based on Wormatlon 2x4 SP #1 D 1 provided by the client The designer disclalms 2x4 SP #2 D 2 any responsibility for damages as a result of WEBS: 2X4 SP #2 faulty or Incorrect Information. specifications 2X4 SP #3 1, 3, 12 and/or designs furnished to the truss designer by the client and the correctness or accuracy MULTIPLE LOADS - - This design is the Of this Worination as it may relate to a spe- composite result of multiple loads. tint project and accepts no respon5lbWly or exercises no control with regard to fabnca- PROVIDE UPLIFT CONNECTION PER SCHEDULE: tlon. handling. shipment and tnstallaUon of trusses. This truss has been designed as an Support 1 1059# individual building component In accordance with Support 2 1089# ANSI/TPI 1.1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: as part of the building design by a Budding L/999 Designer (registered architect or professional L=-0.26" D--0.27" T--0.54" engineer). When reviewed for approval by the building designer. the design landings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: must be checked to be sure that the do[ri shown T- 0 . 28" are In ngreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: local climatic records for wind at snow loads. T= 0 . 14" project specifications or special applied lands. Unless shown. I— has not been designed for RMB - 1.15 storage or occupancy loads The design assumes Compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise speelfled. Where bottom chords In tenslon are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of la-0' o.c. Connecter 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 fohrlrnlor shrill review this drawing to veiny that this drawing is In confomnati a with the fabricators plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed wer knotholes. knots or dWaited grain. hicilm shag be cut for tight filling wood to wood bearing. Con- nector plates shot] be located on both frim of the truss with nails fully Imbedded and shall be sync. about the joint unless olhenWe shorn 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 shad meet at the cenlrotd of the webs unless otherwise shown. Connector plate sizes are minlmurn sizes based on the forces shay, and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with'flandl,ng Instailing r Dmcing'. IIIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pennanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shad be destgned and Installed by others. Careful hand - Wig is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid IoppWig and domtmung The supervision of erKtto, of trusses stint, be under the control of persons experienced ta the Wiaflation of trusses. Profnsmnal advice shad be sought If needed. Concentration of construction bads greater than the design loads shrill not be applied to truss" at any time No loud, other than the weight of the erectors shad be nppded to trusses until after all fastening and bracing is wurPleled. 9-3-2 0-41-3 WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web aver 141-0". All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W. 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -5063 0.82 2- 3 -3059 0.71 3- 4 -2290 0.63 4- 5 -1870 0.42 5- 6 -1784 0.42 6- 7 -2046 0.49 7- 8 -2628 0.54 8- 9 -2800 0.50 ..BC ... FORCE ... CSI 17-16 4588 0.96 16-15 4209 0.95 15-14 2688 0.68 14-13 2051 0.45 13-12 1873 0.32 12-11 2128 0.38 11-10 2460 0.48 TI: Al 9TY:1 === ===Joint Locations ============= 1) 0- 0 0 7) 32- 4- 8 13) 21- 2- 6 2) 4- 3- 8 8) 37- 9- 1 14) 17- 2- 6 3) 10- 7-12 9) 44- 0- 0 15) 10- 7-12 4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8 5) 21- 2- 6 11) 35- 0-12 17) 0- 0- 0 6) 27- 0- 0 12) 27- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 68 -1059 BOT PIN 43-10- 4 1497 0 -1089 BOT H-ROLL 17-0-0 10-0-0k 17-0-0 l 2 3 5 7 8 9 5X8 3X4 4X6 3.00 L3.00 8-10-3 0-4-3 T7� I 0-3-8 fl n 4-0-0 1, 12-10-14 1, 4-0-0 1, 22-9-10 7 16 I$ 14 13 12 ll 1 1498N 3.50" 1498M 3.50" 1-0-0 a 44-0-0 1-0-0 ol(R0-11-11) (R0-11-11) EXCEPT AS SHOWN PLATES ARE 'I'L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY,OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: Al CONTRACTOR. BRACING WARNING: Dsgilr: TLY Cllk: Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SAN FORD. FL. 32771 Bmcbng shown on tills drawing is not ermilon bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a part of the budding 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 he PP" N B gt BC Live 0.0 Sf P• O.C.Spacing: 24.Orr p g• TOMAS PONCE P.E. nnnde to anchor lateral bracing at ends and specified locations determined by the building designer. Addllional bracing of the overall structure may be required. (See HIB-91 of TPI) BC Dead 10.0 PSf Design Criteria: TPI LICENSE #0050068 [Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191 Code Dese: FLA 1005 VANNUSSA DR.OvlEDO M32766 0 TOTAL 33.0 psf V•0 .05.02- 20365- ueslgn: Alarm Anafyns !UH PAIH: (.11LE-LUKUUHS167NA4P HCS: 08 20 02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damage 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. cNc prgecl 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 IndNldual 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 reviewedengineer). When reviewed for approval by the building designer. the deign loadings sham 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, proJcct specifications or epect.1 applied loads. Unless shown, truss has not been designed for storage or occupancy loads The design asswune compression chords (lop or bottom) ore conllnu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawingis in confommnce with the fabricator's plans and to readze a continuing responsibility for such eeri- neallon. Any discrepancies are to be put in writing before culling or fabrication Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing Con- nector plates shall be located on loth faces of the truss with nails fully imbedded and shall be Byrn. 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 centrald of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the force shown and may need to be increased for certain hand. long and/or erection stresses. This truss is not to be fabricated with are retardant treated lumber unless otherwise shown. For additional information on BuaBly Control refer to ANSI/TPI 1.1995 All bracing and erection reco0unendatlons are to be rolimed In accordance with'llandling Inslallmg & Bracing'. HID-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Illon and for resisting lateral force shall be designed and installed by others. Careful hand- Itng is essential and erection bracing is always requucd. Normal precautionary action for trusses require such temporary bracing during Installation between trusses to avoid lopplLng and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of leases. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 979# Support 2 936# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D--0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB o 1.15 9-3-2 0-4-3 1 WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, CSC, V= 125nph, H. 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Iftipact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -2797 0.46 2- 3 -2625 0.51 3- 4 -2053 0.47 4- 5 -1790 0.39 '5- 6 -1790 0.39 6- 7 -2053 0.48 7- 8 -2625 0.52 8- 9 -2797 0.52 ..BC ... FORCE ... CSI 15-14 2457 0.48 14-13 2130 0.40 13-12 1858 0.37 12-11 2130 0.40 11-10 2457 0.48 TI: A2 QTY:1 ---==-Joint Locations=====____====__ 1)==0 0- 0 6) 27- 0- 0 11) 35- 0-12 2) 6- 2-15 7) 32- 4- 8 12) 27- 0- 0 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0 4) 17- 0- 0 9) 44- 0- 0 14) 8-11- 4 5) 22- 0- 0 10) 44- 0- 0 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 44 -979 BOT PIN 43-10- 4 1452 0 -936 BOT H-ROLL 17-0-0 10-0-0 17-0-0 1 2 3 5 7 8 9 6.00 4X6 3X4 4X6 OAzu axtu 6.00 8X10 8X10 4X6 44-0-0 15 14 13 12 ll 1 1498N 3.50" 11-0-0-0 1452N (RO-11-11) I io 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Seale (!jaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE33A OP-OVIEDO.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. I malslons roust be nude to anchor lateral bracing at ends and spertned locations determined by the building designer Additional bracing of the overall suvcture nwy be required. (See HIB•91 of TPI) rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. 8-10-3 0-4-3 Tr� I 3.50" 0.1489 Eng. Job: W ; Dtt•g: Truss ID: A2 Dsgftr: TLY Chk: Date: 3-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 199d5- 1 HCS.• 09.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Informallon as it may relate to a spe- ctfk project and accepts no responslbillty or exercises no control with regard to fabnca. Lion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated os pan of the building design by a Building Designer (registered architect or professional engineer) When reviewed for app_ I by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clbnallc records for wind or snow loads, project speclBcallom or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design a53mnes compression chords (top or bottom) are conllnu. ously braced by sheathing unless otherwise specified Where bottom chords In tension arc not fully braced Laterally by a properly applied rigid telling. they should be braced at a maximum spacing of 10'-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to rwllze a continuing responsibility for such v 1. Bcallon. Any discrepancies are to be put In writing before culling or fabrication Plates shnB not he Installed over knotholes. knots or distorted grain. Members shall be cut for light fltling wood to wood bearing. Con- nector plates shall be looted on both faces of it,. truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4l plate is 5' wide x 4' long. A 6x8 pLale is 6' wide x 8' long Slots (holes) run parallel to the plate length specified Double cuts on web members shall meet al the eentrold of the webs unless otherwise shown. Connector plate sizes ore mint... sizes based on the forces shown and may need to be mcreased for certain hand. ling and/or erection stresses. Thin truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional InfonnaUon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pas Ilion and for resisting Lateral forces shall be designed and Installed by others Careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Inslallallon between trusses to ovold toppling and dommotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses Professional advice shall be sought If needed. Can"nlmllon of consimcilon loads greater than the design loads shall not be applied In trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fosienbng and bracing is completed. JB: WINCHESTER A 4 AC: 1 Ott UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,14,15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1051# Support 2 1094# MAX LIVE LOAD DEFLECTION: L/999 L=-0.24" D=-0.25" T=-0.49" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.26" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.13" RMB = 1.15 WO: WINA4 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 81, o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H. 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 40.0 ft W. 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -5364 0.71 20-19 4902 0.78 2- 3 -3264 0.65 19-18 4776 0.75 3- 4 -2522 0.58 18-17 2875 0.42 4- 5 -2325 0.43 17-16 2195 0.31 5- 6 -2117 0.35 16-15 2406 0.37 6- 7 -2120 0.35 15-14 2061 0.37 7- 8 -1920 0.37 14-13 2211 0.39 8- 9 -2189 0.46 13-12 2489 0.46 9-10 -2679 0.50 10-11 -2827 0.48 TI: A3 CITY:I =============-Joint Locations========-===--- 1) 0- 0- 0 8) 29- 0- 0 15) 21- 2- 6 2) 4- 3- 8 9) 33- 8- 8 16) 17- 2- 6 3) 9- 7-12 10) 38- 5- 1 17) 15- 0- 0 4) 15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 5) 17- 2- 6 12) 44- 0- 0 19) 4- 3- 8 6) 21- 2- 6 13) 36- 0-12 20) 0- 0- 0 7) 25- 1- 3 14) 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 92 -1051 BOT PIN 43-10- 4 1498 0 -1094 BOT H-ROLL 15-0-0 14-0-0 15-0-0 1 2 3 5 6 7 9 10 11 6 0 5X8 3X4 2X4 3X4 4X6 3_00 1 13.00 0-3-8 Q 4-0-0 k 12-10-14 1, 4-0-0 1, 22-9-10 0 19 18 17 16 15 14 13 12 1498# 3.50" 1-0-1498N 3.50" 0-0 0� 44-0-0 �,10�-0. (I RO-11.11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1457 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1003 VANNFSSA DR.OVIEDO.FL377G0 YYAKIVIIVIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bnnebng shown on this drawing Is not erection bracing, wind bracing, portal bracing or slmiar bracing which is a part of the building design nand which roust be considered by the building deslgner. Bracing shown is for Literal support of truss members only to reduce buckling length. Pm-Lslons mull he 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 (Tnus Plate Institute. TPI, 0 located at 583 D'Onolrto Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgilr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: A3 Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ffCS- 08.2002 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: A4 ®TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==___ =_==o= -Joint Locations======_======== This design is for an (ndMdual building has been based BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0-0- 0 7) 33- 8- 8 13) 22- 0- 0 component and on infonnallon provided by the client. The designer disclaims WEBS: 2x4 Sp #2 2x4 SP #3 All COMPRESSION Chords are assumeto be 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0 any responsibility, responsibility for damages as a result of 121011 , , continuously y braced unless noted otherwise. 3) 10- 3- 8 9) 44- 0- 0 15) 7-11- 4 faulty or Incorrect information. specifications and/ordesignsfu mishedtothetrussdesigner PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wndlod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 4) 15- 0- 0 5) 22- 0- 0 10) 44- 0- 0 16) 0- 0- 0 by the client and the correctness or accuracy Support 1 984# Bld Type- Enel L= 40.0 ft W= 44.0 ft Truss 6) 29- 0- 0 11) 36- 0-12 12) 29- 0- 0 of this tnformauon as It may relate to a spe- accepts roes responsibilityndtorica- Support 2 940# MAX LIVE LOAD DEFLECTION: in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psfctnc ---- MAX . REACTIONS PER BEARING LOCATION ----- exer icesproln 7 exercises control with regard to fabric• L/999 Impact Resistant Covering and/or GlazingR X-Loc Vert Horiz Uplift Y-Loc Type truss handling, shipment and cosigned n of li trusses. ThhWsshubeendeslgnedasan L=-0.14" D=-0.15" T=-0.29" ..TC...FORCE...CSI CSI 0- 1-12 1497 43-10- 4 44 -984 BOT PIN mdMduaI building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..BC...FORCE... 1- 2 -2828 0.44 16-15 2489 0.46 1451 0 -940 BOT H-ROLL ANSI/IPl I-1995 and NDS•97 to be Incorporated T- 0.10" 2- 3 -2680 0.46 15-14 2209 0.36 as part of the buudmg design by a Building Designer [registered architect or prafesstonsl MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 - 2190 0.42 14-13 1915 0.33 engineer), When m-Amedfor approval bythe T= 0.OS" 4- 5 -2144 0.54 13-12 1915 0.33 building designer. the design loadings shown j = 1.15 5- 6 -2144 0.54 12-11 2209 0.36 must be checked to be sure that the data shown 6- 7 -2190 0.43 11-10 2489 0.46 are in agreement with the local building codes. 7- 8 - 2680 0.47 local climatic records for wind or snow loads, project specifications or special applied loads 8- 9 -2828 0.49 unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conunu- 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 ■ mmlmurn spacing of 10'-0- o c. Connector plates shall be manufactured from 20 gauge hot dipped palms ed steel meeting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shod review this dmwing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responslbWLy for such vem- flollon. Any discrepancies are to be put In writing before cuttbng or fabrication. Plates shall not be t staLied wer knotholes. knots or distorted grain. Members shall be cut for tight Ming wood to wood bearing Con- nector plates shall be located on both faces of the truss with nods fully Imbedded and shall be sym about the joint unless otherwise shmvn. A 5x4 plate is 5' wide x 4' long. A 6x8 plate h 6' wide x 8' long Slots (holes) run µnmUel to the plate length specified. Double cuts on web members shall meet at the centmld of the wtbs unless otherwise shown. Connector plate sties are minimum sires based on the forces shove and may need to be mcreased for certain hand - Ling and/or erection stresses This truss is not to be fobricated 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 'HandWng instaWng if 9racmg'. 1118.91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pus• Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essenual and erection bracing is always required. Nomul precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and doutlnoing. The supervhlon of erection of tresses shall be under the control of persons experienced inthe Wtallation of trusses Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shot] be applied to trusses until after all fastening and bracing b cmnpleted. 8-3-2 0-4-3 Ilk 15-0-0 14-0-0 15-0-0 1 2 3 5 Ih 7 8 9 Q 5X8 2X4 5X8 Q U ax>lu Sxtu 4X6 8X10 8X10 0-4-3 4X6 -F 7-10-3 M 11 44-0-0 16 1498# 3.50" 1$ 14 13 12 it 1 L-0-0-U 1452N 3.50" (110-1 L-1 l) I !0 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 14995 scale = 0.1489 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A4 CONTRACTOR. BRACING WARNING: Dsgnr: TLY CU: Date: 3-21-03 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SA NFORD, FL. 32771 Dmctng shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is n pan or the building design and which must be considered by the budding designer Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown ism for lateral support of truss members only to reduce buckling Irngth. Prwlslons must be RC Live 0.0 psf , , O.C. Spacing: 24.0" r TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detemUred by the building designer. Additional onal bracing of the Overall structure may be required. (See 11]B-91 of TPI). D Dead to.o r ps Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. wisconsln 53719). Code Dese: FLA 1005 VANNESSA DICOVIED0.1"L32766 TOTAL 33.0 psf V•09 05.02- 9 46- 1 •vex rn,,, V iILL•I.VAVVOJI n'/IYA1Y Hf.C• fIR.7nn7 DESIGN INFORMATION This design is for an fndtvldual 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- clne project and accepts no rwponslbWly or uereses no control with regard to rabrlea- Ilon, hnndling, shipment and Installation of trusses. This thus has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the bullding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords bra tension are not fully braced laterally by a properly nppllerl rigid ccWng. they should be braced at a maximum spacing of 10'Ar o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde /0. unless otherwise shown. FABRICATION NOTES Prior to rabrtcatlon, the fabricator shall review, this dmwing to verify that this drawing Is In conformance with the fabrtcolors plans and to rcollze a continuing responsibility for such veri• Bcation Any discrepancies arc to be put In writing before cutting or fabrication. Plato shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with mils fully Embedded and shall be sym. about the joint unless otherwise shown. A 5.s4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long Slots tholes) run parallel to the plate length specified Double cuts an web members shall meet at the centrald of the webs mdw of herwse shown Conneclor plate sizes ore nnI Ir um sizes based on the foes 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 mfommtlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are I* be followed in accordance with -Handling InslalEng dr Bmetnlr. HIB-91. Trusses are to be handled with particular core during banding and bundEug, delivery and Installation to ovoid damage. Temporary and permanent bracing for holding lasses in a straight and plumb pos. ition and for rmst" Lateral forces slnnll be designed and installed by others. Careful hand- ling is essential and erection bracing isalways required. Normal pre©utionary action for trusses requires such temporary bracing durtng Installation between trusses to avoid toppling and doinlnoing The supervision of erecuou or trusses shall be under the control of persons experienced in the installation of trusses Professional advice shall be sought If needed Concenlratlon or construction loads greater than the design lads shall not be applied to lassesat any ltme. No loads other than the weight of the emclars shall be applied to trusses until after all fastening and bracing Is trompleled. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,4,6 13 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T--0.56" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 r 7-3-2 0-4-3 Tr� I WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 978# Support 2 1039# ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -5380 0.73 18-17 4907 0.71 2- 3 -5324 0.85 17-16 2980 0.64 3- 4 -2785 0.54 16-15 2435 0.51 4- 5 -2753 0.42 15-14 2846 0.45 5- 6 -2448 0.36 14-13 2339 0.45 6- 7 -2452 0.38 13-12 2457 0.46 7- 8 -2062 0.42 12-11 2460 0.47 8- 9 -2368 0.60 9-10 -2808 0.63 TI: AS 9TY:1 ===== =====Joint Locations==== === =======e: 1) 0 0- 0 7) 26- 1- 3 13) 31- 0- 0 2) 4- 3- 8 8) 31- 0- 0 14) 21- 2- 6 3) 8- 7-12 9) 37- 0-12 15) 17- 2- 6 4) 13- 0- 0 10) 44- 0- 0 16) 13- 0- 0 5) 17- 2- 6 11) 44- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 37- 0-12 18) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 119 -978 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL 13-0-0 18-0-0 13-0-0 L 2 3 5 6 7 9 1 Q -6 0000 5X8 3X4 2X4 6X8 4X6 only 0A1U 4A0 6-10-3 0-4-3 I 3.00 1 3.00 0-3� A 4-0-0 12-10-14 1,, 4-0-0 1, 22-9-10 17 1498# 3.50" 16 115 14 13 12 11 10-0 (110-11-11) I le 44-0-0 1-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 (-I1) scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: AS CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cllk: Date: 3-21-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL 32771 Bracing shown on this dmwing 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 TC Dead 7.0 psf Durfae - Pit: 1.25 (407) 321-0064 Fax (407) 321.3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" p g: TOMAS PONCE P.E. made to anchor Literal bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemu structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute. TPI. s located at 583 D'Onofdo Drive. Madison. Wisconshi 53719). Code Desc: FLA 1005 VANNFSSA DR.O"EDO.FL32788 TOTAL 33.0 psf V:09.05.02- 5 - 2 1/CS: 03.2002 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 n result of faulty or Incorecl Information. specifications and/or designs furnished to the truss designer by the client and the mrrecmess or accuracy of this Information as It may relate to a ape- cUle 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 engmeerl When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building cod". local climatic records for wind or snow loads. project specNcations 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 specifled. Where bottom chords in tension are not fully braced laterally by a properly applied rigid mIlL ng. they should be braced at a maximum spacing of 10'4r o.e. Connector plate shad be manufactured from 20 gauge hot dipped gWanlzed steel m Ung ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responslbWly, for such veri. ocalion. Any discrepaneles are to be put in writing before culling or fabrication. Plot- 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 nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate Is 6' wide x 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 sI - 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 oddlllonal Information on euaftty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. IIIB-91. Truss" are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Tempomry and permanent bracing for holding trusses In a straight and plumb pm- Illon and for resisting lateral forces shall be designed and Installed by others Careful hand- ling is essential and erection bmemg is always required. Normal precautionary action for trusses requires such temporary bracing during Installallon between trusses to avoid loppLLng and dominobmg. The supervision of erection of trusses shaft be under the control of persons e,rpenenced In the Installallon of Irvsses. Professional advice shaft be sought if needed Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any Iore. No lands other than the weight of the ereetora shad be applied to truss" until after all had and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1000# Support 2 1039# MAX LIVE LOAD DEFLECTION: L/999 L=-0.16" D--0.16" T--0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T. 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB - 1.15 7-3-2 0-4-3 WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2811 0.62 2- 3 -2360 0.58 3- 4 -2057 0.44 4- 5 -2442 0.45 5- 6 -2057 0.44 6- 7 -2360 0.59 7- 8 -2811 0.63 ..BC ... FORCE ... CSI 15-14 2462 0.47 14-13 2459 0.41 13-12 2399 0.43 12-11 2399 0.43 11-10 2459 0.41 10- 9 2462 0.47 TI: A6 9TY:1 _=- - ===Joint Locations======---====== 1) 0- 0 0 6) 31- 0- 0 11) 31- 0- 0 2) 6-11- 4 7) 37- 0-12 12) 22- 0- 0 3) 13- 0- 0 8) 44- 0- 0 13) 13- 0- 0 4) 19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5) 25- 0- 0 10) 37- 0-12 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 76 -1000 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL 13-0-0 18-0-0 11 13-0-0 1 2 4 5 7 S 6.00 4X6 3X4 6X8 4X6 44-0-0 -6 001 OAZU J,19 4X6 '15 14 13 12 11 10 9 L498# 3.50" 1-0-0-0 � 1498N 3.50" (RO-11-11) I ia 44-0-0 110-0-0 (I RO-11-1i) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSIA DROVIEDO.FL37766 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 b 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 budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length Pt inn must be made to anchor lateral bracing at ends and specified locations determined by the budding deslgier. Additional bracing of time overall structure may be required. (See HIB-91 of TPI). frruss Plate Institute. TPI. is looted at 583 D'Onofno Drive. Madison. Wisconsin 53719) Eng. Job: WO: WINA4 Dwg: Truss ID: A6 Dsgiv: TLY Clik: Date: 3-21-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v•no na n,3_ I ooe 1 i HCS: 08.20 02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Inlomlalion provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speelflotloro and/or designs fumished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe. c111c project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and IrisaBntlon of trusses. This truss has been designed as an bmdlvlduaI building component In accordance with AN51/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the dais shown are In agreement with the loot building codes. local ctimalle records for wind or snow loads. project speclflollons 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. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ce0ing, they should be braced at a maximum spacing of 10'-0' o e Connector plates shall be manufactured from 20 gauge hot dipped Gilvanlzed steel meeting ASTM A 653. Cade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reallze a continuing responsibility for such veri- flollon. Any discrepancies are to be put In writing before cutting or fabrication. Plain shall not be Walled 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 faces of lire truss with nalls fully Imbedded and shall be m syabout the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' tong. A 6X8 plate is G- wide x 8- tong Slots (holes) run parallel to the plate length spec ned. Double cuts on web members shall meet at the eentmld of the wehs 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 olherwbe 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 -Handnng Installing & Bracing% HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to &mold damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses require such temporary bracing during Lmt2U2Uon between trusses to avoid toppling and dominobag. The supervision of erection of (noses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be appUcd to trusses at any time. No loads other than the weight of Ihe'rectors shall be applied to trusses unl0 after all fastening and bracing Is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 1041# MAX LIVE [AAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 T 6-3-2 0-0-3 WO: WINA4 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 rmist extend at least 90% of web length 2x6 Brace required on any web over 14'-0". WndL,od per ASCE 7-98, C&C, V= 125nph, He, 23.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W. 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Irl�pact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -5443 0.78 2- 3 -3056 0.90 3- 4 -3379 0.68 4- 5 -2901 0.41 5- 6 -2906 0.50 6- 7 -2224 0.44 7- 8 -2532 0.52 8- 9 -2791 0.55 ..BC...FORCE... CSI 16-15 4985 0.77 15-14 4534 0.75 14-13 2691 0.48 13-12 3492 0.58 12-11 2714 0.60 11-10 2456 0.57 TI: A7 9TY:1 -=Joint Locations ====____ ==== =1)==0==0====_ 0 7) 33- 0- 0 13) 17- 2- 6 2) 4- 3- 8 8) 38- 0-12 14) 11- 0- 0 3) 11- 0- 0 9) 44- 0- 0 15) 4- 3- 8 4) 17- 2- 6 10) 44- 0- 0 16) 0- 0- 0 5) 21- 2- 6 11) 33- 0- 0 6) 27- 1- 3 12) 21- 2- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 70 -1005 BOT PIN 43-10- 4 1498 0 -1041 BOT H-ROLL 11-0-0 22-Ilk 0-0 11-0-0 1 2 4 5 6 g q 5X8 3X4 6X8 3X4 axr, 0Aly 4.[0 r 3.00 1 1 3.00 03� n 4-0-0 12-10-14 4-0-0 22-9-10 11 6 15 14 13 T2 1 1498# 3.50" II-0-0-0 10 44-0-0 1498N 3.50" (RO-Il-l1) I I �1--0000 EXCEPT. AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 (I RO11-11) scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: A7 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 3-21-03 4005 MARON DA WAY TC Live 16.0 psr DurFac - Lbr: 1.25 SAN FORD. FI.. 32771 Bracing shown on this drawing is not erection bracing. wad bracing. portal bracing or similar bracing which Ill a part of the building design and which nnnsl be considered by the building dest6mer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321.3913 shown is for Lateral support of truss members only to reduce buckling length. P-1 Inn. must be BC Live 0.0 p r O.C. Spacing: 24.0" p TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified loo0ons determined by the building designer. Addntonal bmctng of the wemB elrvctwe nay be required (See HIB-91 of TPI). [1C Dead 10.0 Sf p Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is Iooled at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNFSSADROVIEDOXI-37768 I TOTAL 33.0 psf V:09.05 02- 1 955- 2 .�...4... ......... I1_11,., - -1- t,farrr-LVAvvnarlYlrvAgV HCS: 08.2002 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: A8 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==Joint Locations====-=___=___ This design is for an individual building HOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 27- 6- 0 11) 33- 0- 0 component and has been based on lnfomnatlon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5-11- 4 7) 33- 0- 0 12) 22- 0- 0 provided by the event. The designer disclaims any responfor damagesnsoresullof 2x4 SP #2 3,4,6,7 continuously braced unless noted otherwise. 3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0 faulty or incorrect infomnntlon, specificationsP WndLod er ASCE 7-98, C&C, V- 125mph, 4) 16- 6- 0 9) 44- 0- 0 14) 0- 0- 0 tgn gn and/or designs furnished to the truv designer PROVIDE UPLIFT CONNECTION PER SCHEDULE • H= 23 . 0 ft, I= 1. 00, Exp.Cat. H, Rzt= 1.0 5) 22- 0- 0 10) 44- 0- 0 by the client and the correctness or accuracy Support 1 1003# Bld Type- Enel L. 40.0 ft W- 44.0 ft Truss ----MAX. REACTIONS PER HEARING LOCATION----- ofthis Information as it may relate to a ape- Support 2 1040# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz U Y-rLoc Type ctftc project and accepts no responsibWlyor exercises no control with regard to fabrics. MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 1-12 1498 74-1003plift lion. handling. shipment and lttstadation of trusses. Thb truss has been designed as an L/999 L=-0.19" D=-0.19" T=-0.38" ..TC...FORCE ... CSI ..BC...FORCE ... CSI 43-10- 4 1497 0 -1040 BOT H-ROLL individual budding component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2782 0.53 14-13 2449 0.52 ANSI/'fP11-1995and NDS-97to be Incorporated Ter 0.11" 2- 3 -2520 0.50 13-12 2697 0.55 ns pan of the budding design by Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -2212 0.41 12-11 2697 0.55 Designer (registered architect or proressionol engineert. When reviewed for approval by the T= 0.06" 4- 5 -2924 0.47 11-10 2449 0.52 budding designer, the design loadings shown RIdB = 1.15 5- 6 - 2924 0.47 must be checked to be sure that the data shown 6- 7 -2212 0.41 are in agreement with the local budding codes. 7- 8 -2520 0.52 local cltrnatle records for wind - snow Inds. 8- 9 -2782 0.55 project specWcallons or special applied loads Unless shown, truss has not been designed for storage or occupancy loads. The design assume+ compression chords (top or bottoml arc conllnu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rigid c Wng. 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 ASiM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricalors plans and to rem dre n continuing responsibility for such ved- flation. Any discrepancies arc to be put In writing before cutting or fabrication. Plato shag not be Installed over knotholes. knots or distorted gain. Men= shag he cut far light nuing wood to woad bearing. Con. - nect- plates shad be located on both faro of the truss with Mils fully imbedded and shad be sym about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A W plate Is 6" wide x Ir long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shad mcel at the centrald of the webs unless otherwise shown. Connector plate alzo are mtnhnum siren 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 ,minding & Bracing'. 1-1I8-91. 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 pas. Ilion and for resisting lateral forces shad be designed and Installed by others. Careful hand. ling Is essential and erection bracing is Mays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotn& The supervision of erection of trusses shad be under the control of persons uperlenced In the Installation of busses. Professional advice shad be sought If needed. Concentration of eonsimcUon loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the ereclora shall be applied to trusses unlit after all fastening and bracing b completed T 6-3-2 0-41-3 II-0-0 22-0-0 11 I1-0-0 I 2 4 5 G 8 9 6.00 4X6 3X4 6X8 3X4 4X6 44-0-0 4AD T 5-10-3 0-4-3 '14 13 (2 11 - 0 1498# 3.50" 1-0-0-0 � 1498N 3.50" (RO-11-I1) I 44-0-0 10-0 (I Rp_11-1j) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI I-1995 scale = 0.1457 Maronda Systems it 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDOXI-32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwmg is not erection bmcIn& wind bracing. portal bracing or stmdar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown W for lateral support of truss membera only to reduce buckling length. Provision,, must be made to anchor lateral hrachng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB.91 of TPI) rrmas Plate Institute. TPI, is located at 583 b'Onofrlo Drive. Madison. Wisconsin 53719). Eng. Job: WO: WINA4 Divg: Truss ID: A8 Dsgnr: TLY Clik: Date: 3-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 199A2- 1 ". -1- t.:11cc-LUAVVC31n'1fwA4V HCS: 08.2002 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: A9 61TY:1 DESIGN INFORMATION TOP CHORDS- 2x4 SP #2 Continuous lateral bracing attached to =_________====,joint Locations=====__-----___ This design is for anlndlvldualbuilding BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 8) 28- 1- 3 15) 21- 2- Component and has been based on hnformatlon by The designer disclaims WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 4- 3- 8 9) 35- 0- 0 6 16) 17- provided the chenL any responsibility for damages as a result of 2x4 SP #2 9,11 segments OR 2x4 T-brace nailed flat to edge g 3) 9- 0- 0 10) 39- 0-12 2- 6 17) 9- 0- 0 faulty or Incorrect information. specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 13- 1- 3 11) 44- 0- 0 18) 4- 3- 8 and/or designs furnished to the truss designer composite result of multiple loads. Brace twist extend at least 90% of web length 5) 17- 2- 6 12) 44- 0- 0 19) 0- 0- 0 by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 n -0" . 6) 21- 2- 6 13) 35- 0- 0 of this information as It may relate to a spe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, 7) 23- 2- 0 14) 28- 1- 3 c Lseprojectandaolwit norardtofbtilLy rica- control regard to fabrics• handling, PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 23.0 ft, I= 1.00, Cat. B, Rzt- 1.0 Bld e= Encl L= 40.0 ft W- 44.0 Type. ----MAX. REACTIONS PER BEARING LOCATION----- Lion.li shipment and installation of Uon. muses. This truss has been designed Support 1 999# ft Truss in INT X-Loc Vert Horiz Uplift Y-Loc Type as an Support zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1498 85 -999 BOT PIN IndMduaI building component In accordance with 2 1043# Fact Resistant Covering and/or Glazing q Re 43-10- 4 1498 0 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: -1043 BOT H-ROLL as part of 'he building design byaBuilding Designer (registered architect or professional L/999 TC...FORCE...CSI BC...FORCE...CSZ •1- engineer). When revtewedfor approval bythe L=-0.37^ D=-0.39" Te-0.76^ 2 -5382 0.66 19-18 4919 0.75 building designer. the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3342 0.56 18-17 4480 0.71 must be checked to be sure that the data shown T- 0.30" 3- 4 -3041 0.46 17-16 3764 0.62 are in agreement with the lord building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -4339 0.51 16-15 4489 0.69 local citnnatle records for wind or snow, Inds. project specifications or special applied loads. T- 0 . 15 ^ 5- 6- -353B 0.52 15-19 3544 0.58 Unless shown, truss has not been designed for RMB - 1.15 6- 7 -3291 0.50 14-13 2307 0.40 nm storage or occupancy foods. The design assumes 7- 8 -3291 0.58 13-12 2507 0.46 compression chords (top or bottom) arc conttnu- 8- 9 -3291 0.58 ously braced by sheathing unless otherwise 9-10 -2632 0.45 specified. where bottom chords In ore ied not fully braced laterally by o properlyrly applied 10-11 -2840 0. 47 rigid ce0ing, they should be braced at a maxtmum spacing of 10'-0- o c. Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. Prior to fabricalkn. the fabricator shall review this drawing to verify that this drawing is In rns confonec with the fobrielors plans and to realize a continuing responsibility for such veri- fimtlon. Any discrepancies are to be put In %riling before cutting or fabrication. Plate shall not be Installed over knothole, knots or distorted grain Members shall be cut for tight filling wood to wood bearing. Con- nector plate shall be located on both faces of the truss with mils fully Imbedded and shall be sym about the joint unless otherwise shown A 5x4 plate Is 5- wide x s- long. A 6x8 plate Is 6' wide x 8- long. Slots (hole) run parallel to the plate length spec Lned. Double cuts on web members shall meet at the centrald of the webs unless otherwise shown Connector plate sizes art mIntm- size based on the forces shown and my need to be Increased for certain hand- ling and/or erecllon slre cs. This truss is not to be fabricated with nre retardant treated lumber Lint-: othcrwb" w shon. For additional Information on Quality Contra[ refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES NI bmcbng and erection recommendations are to be followe9d in accordance with 'Handling Instnllmg A mcmg'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Wlallatlon to avoid damage Temporary and permanent bracing for holding lrusa- in a straight and plumb pos- Illon and for resisting lateral force shall be deigned 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 dominotng. The supervision of e;Uon of truss- shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the deign loads shall not be applied to trusses at any lime. No Im ds other than the weight of the erectors shall be applied to tress- until after all fastening and bmctng is completed. 9-0-0 26-0-0 9-0-0 1 2 4 5 6 7 8 10 Il 6.00 0 T 04-3 Tr� 6X8 I 3.00 I 0-3-8 4X6 3X4 3X4 3X4 3X6 2X4 - im, �m ( 3.00 8X10 8X10 4X6 4X6 I 04-3 4-10-3 4-0-0 1, 12-10-14 11 4-0-0 L, 22-9-10 11 9 18 17 16 15 14 13 12 1001498# 3.50" 1498# 3.50" (RO-11 44-0-0 1-0-0 R� I(-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Dg.OVIEDOXI-32766 Desrgn: Mmri.r Aitdhsis WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing sham is for lateral support of truss members only to reduce buckling length. Prm•islons must be made to anchor lateral bracing at ends and speclfled lomttotts determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPI). (Truss Plate Institute. TPI. Is looted at 583 D'Onofrio Drive. Madison, Wlsmmtn 53719) JOB PATH. C.ITEE•LOXUOBS1tl9NA4l' Eng. Job: Dwg: Dsgur: TLY Clik: WO: WIKA4 Truss ID: A9 Date: 3-21-03 TC Live 16.0 psf DUrfac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09 05.02- 1 56- 2 11CS: 08.20 02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the -,joint Locations========__=_=== This design is for an individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0-=0- 0 7) 35- 0- 0 13) 22- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-11- 4 8) 39- 0-12 14) 15- 6- 6- provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 3,5,7,9 continuously braced unless noted otherwise. 3) 9- O- 0 9) 44- 0- 0 14) 0 9- 0 faulty or Incorrect Information. specifications WndLod per ASCE 7-98, C&C, V. 125mph, 4) 15- 6- 0 10) 44- 0- 0 16) 0- 0- 0 and/ordesigns furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 5) 22- 0- 0 11) 35- 0- 0 by the client and the correctness or accuracy Support 1 1005# Bld Type= Encl L- 40.0 ft W= 44.0 ft Truss 6) 28- 6- 0 12) 28- 6- 0 of this lnfornotion as it may relate to a spe. cincprojectandacceptsnoresponsibilityor Support 2 1042# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- ueroises control ith regard to brica- MAX LIVE LOAD DEFLECTION: L/999 Impact Resistant Covering and/or Glazing Req x-Loc Vert Horiz Uplift Y-Loc Type lion, handling, shipment and Wta6allon of li shipment trusses. This truwhas been designed asan L=-0.26" D=-0.26" T=-0.52" ..TC... FORCE ... CSI ..BC...FORCE ... CSI 0- 1-12 43-10- 4 1498 1498 74 -1005 BOT 0 PIN individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2838 0.46 16-15 2506 0.46 -1042 BOT H-ROLL ANSI/TPI I-1995 and NDS-97 to be Incorporated T- 0.13" 2- 3 -2630 0.43 15-14 2305 0.40 ns part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3228 0.55 14-13 3258 0.51 Designer (registered architect or professional engineer). Krhenr-f' "d for approval by the = . TO06 4- 5 -3558 0.58 13-12 3258 0.51 building designer. the design landings shown RMB - 1.15 5- 6 -3558 0.58 12-11 2305 0.40 must be checked to be sure that the data shown 6- 7 -3228 0.55 11-10 2506 0.46 are in agreement with the lac 1 building codes. 7- 8 -2630 0.45 local climatic records for wind or snow loads. 8- 9 -2838 0.47 project specifications or special applied loads Unless shown. hiss 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 pmperly applied rtgld eelling. they should be braced nl n maximum spacing of 10'A' o c. Connector phles shrill be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to verify Ihnu this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl. ficatlnn. Any discmpancles are to be put In writing before cutting or fabrication. Plates ala0 not be Installed over knotholes. knoll or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be Meted on loth faces of the truss w1111 naps fully Imbedded and shah be syrn about the Joint unless otherwise shown A 5x4 plate is 5' wide x 4' long A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified Double cuts on web members shall meet at the centrold of the webs unless othenWe shown. Connector plate sues are minlmum sizes based on the forces shown and nnay need to be increased for certain hand. fang and/or erecllon stresses. This truss is not 10 be labrlealed with fire retardant treated Iwnbcr unless otherwise shown. For additional information on gual ty Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES AB bracing and erection reconunendatlons are to be followed in accordance with 'Handling Instn Wng 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 Ill a straight and plumb pm- Illon and for reslating lateral forces shall be designed and Installed by others Careful hand- ling is essentlal and erection brueing I, Iways required. NarnnnI precoullonary, action for trusses requires such temporary bracing during tnsta[latlon between trusses to avoid toppling and dominoh,g The supervision of erection of trusses shall be under the control of persons experienced In the Instaliallon of trusses Ptofesslonnl advice shall be sought If needed. Concentration of construction loods greater than the design lands shall not be applied to trusses at any time. No bads other than the weight of the crectars shall be applied to trusses until after all fastening and bracing is completed. T 5-3-2 0-4-3 1 T_ 9-0-0 26-0-0 11 9-0-0 1 2 4 5 6 8 9 F6.00 6.00 5X8 3X4 6X8 3X4 5X8 2X4 >2X4 4X6 4X6 8X10 4X6 8X10 4X6 44-0-0 4X6 T 0-4-3 4-10-3 '16 15 14 1'3 12 11 ) 1498# 3.50" 1-0-0-0 � 1498/! 3.50" (110-11-11) I �a 44-0-0 �e1-0_0 () RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 �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 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. Addillonul bracing or the overall structure may be required. ISee HI8-91 of TPI) !Truss Plate Institute. TPI, is located at 583 D'Onofrn Drive. Madison. Wisconsin 53719). Eng. Job: WO�_Vl"A Dwg: Truss ID: B Dsgitr: TLY Cllk: Date: 3-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - PIE 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead Lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 19941- 1 .,.b,.. ...W,.. ,.,.w,y,,, can rnrrr: L:Iree-LUADV1QI1Vh AIP HCS 0320.02 DESIGN INFORMATION This design is for an Individual building component and has been based on tnfarnallon 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 of this Information as It may relate to a •pe- cple project and accepts no responsibility or uereiso no control with regard to fnbrtm- tion, handling. shipment and installation of trusses This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer) When reviewed for approval by the building designer. the design Imdings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow Imds, project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension art 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 galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabdaWon. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to mallze a continuing responsibility for such verl. fleatlon. Any discrepancies are to be put in writing before culling or fabrication. Plates shalt not be insla lied over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall he located on both fain of the truss with nnlis fully Imbedded and shall be sym about the Joint unless otherwise shown A 5x4 plate is 5' wide x 4- long A Gx8 plate is G' 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 stirs are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses This truss isnot to be fabricated with fire retardant treated lumber unless otherwise shaver. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendatlons art to be followed in accordance with -Handling luslalhng & Bracing'. HIB-91. Trusses are to be handled with particular tare during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a stralgld and plumb pos- Illun and for resisting Lateral forces shall be designed and installed by others. Careful hand - Wig 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 daminoing. The supervision of erection of muses shall be under the control of persons experlcnced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction Imds greater than the design Imds shall not be applied to musesat any tine No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is emnplrted. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: B1 QTY:2 TOP CHORDS: 2x8 SP #1 D 2x4 SP #1 D 1,6 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 10,12 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1016# MAX LIVE LOAD DEFLECTION: L/999 L--0.49" D--0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.16" RMB - 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V. 125mph, Ha 23.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 40.0 ft W- 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -11813 0.60 18-17 10785 0.63 2- 3 -8935 0.42 17-16 9919 0.59 3- 4 -12580 0.24 16-15 8086 0.52 4- 5 -12601 0.26 15-14 14188 0.81 5- 6 -14332 0.28 14-13 11206 0.68 6- 7 -9730 0.18 13-12 10784 0.63 7- 8 -9732 0.21 12-11 5697 0.37 8- 9 -6371 0.20 11-10 5648 0.32 =1_ -Joint Locations= ===__ =... ===== )====0==0 7) 29- 1- 3 13) 21- 2- 6 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2- 6 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0- 0 5) 17- 2- 6 11) 37- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 29- 1- 3 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20. 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3095 32 -999 BOT PIN 43-10- 4 3091 0 -1016 BOT H-ROLL 2-PLYS REQUIRED 7-0-0 30-0-0 7-0-0 1 2 4 5 6 7 911 T 4-3-2 04-3 1OX10 1OX10 6X8 12X12 IOX10 1OX10 3.00 1 ( 3.00 0-3-8 6.00 4-0-0 12-10-14 4-0-0 22-9-10 8 17 16 15 14 13 12 Ll 1 3096# 3.50" 3091J/ 3.50" 1-0-0-0 44-0-0 [ 1-0-1 (RO-ll-ll) I r � 430M 430A r'(RO-I1-ll) EXCEPT AS SII0�1'N PLACES AR TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 (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.Fti32769 Design: Mmri.t Analpfis 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 slinnitar 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 thus members only to reduce buckling length Provisions must be made to anchai Lateral bracing at ends and specified I=Uons determined by the building designer. Additional bmcmg of the overall structure may be required. (See IIIB-91 of TPI) rrmss Plate Institute, TPI, Is located at 583 D'Onorrlo Drive. Mndison. Wisconsin 53719) JOB PATH: CATEE-L0KU0BS11V1NAIV Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 Truss ID: B 1 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA NCS: 08.20.02 DESIGN INFORMATION This design is for on Individual building component and has been based on Information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect Information, specUlcations and/or deigns furnished to the truss designer by the client and the correctness or accuracy of this Information u It may relate to a spe- cilc 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 os part of the building deign by a Building Designer freglstered architect or professional engnecd. When reviewed for approval by the building designer. the design loadings shout must be checked to be sure that the data shown are In agreement with the local building codes. 1=1 clImalic records for wind or snow loads, project specillmllons or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'.0' o,a Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- Bntion. Any discmpnncle are to be put In writing before culling or fabrication. Plays shall not be Installed over knotholes. knoLs or distorted gain. Members 311BU be cut for tight fitting wood to wood bearing Can. nector plates shall be located on both faces of the truss with mils fully Imbedded and shall be sym about the Joint unless otherwise shown A 5x4 plate is 5- wide x 4' long. A 6.s8 plate Is (i wide x 8' long. Slots [holed run parallel to the plate length specUled. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate Sims are minmrurn sizes based on the forces shown and may need to be Increased for certain hand- ing and/or erection str cs This truss is not to be fabricated with Ube retardant treated lumber unless otherwise shown. For addluonal Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstaWng d Bracing'. HIB-91. Trusses are to be Itandled with particular care during banding and bundling, delivery and twtallation 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 Wlalled by others. Careful hand- ling is msentlal and erection bracing is always required. Normal precautIomry action for trusses requires such temporary bracing durtng installation between busses to avoid toppling and dominomg The supervision of erecUon of trusses shall be under the control of persons experienced In the iutall t.lon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the deign loads shall not be applied to t u , at any line. No Inds other than the weight of the erect', shall be applied to I— until after all fastening and bracing Is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 12 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 2-PLY TRUSS[ fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1364# Support 2 1364# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D--0.38" T=-0.73" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.07" RMB = 1.00 T 4-I3-2 0-4-3 _ L I WO: WINA4 WE: MULTIPLE LOADS -- This design is the ccuposite result of fwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, H. 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 54.0 ft W= 44.0 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -6375 0.29 16-15 5653 0.42 2- 3 -6290 0.27 15-14 5620 0.48 3- 4 -9291 0.39 14-13 9438 0.75 4- 5 -10551 0.41 13-12 9438 0.75 5- 6 -10551 0.41 12-11 5620 0.48 6- 7 -9291 0.39 11-10 5653 0.42 7- 8 -6290 0.27 8- 9 -6375 0.29 2-PLYS REQUIRED TI: B2 9TY:2 =0- = =Jo == int Locations=======___=== 1)= 0-�= 0- 0 7) 37- 0- 0 13) 22- 0- 0 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 4) 14- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 37- 0- 0 6) 29- 6- 0 12) 29- 6- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3093 0 -1364 BOT PIN 43-10- 4 3093 0 -1364 BOT H-ROLL 7-0-0 11 30-0-0 7-0-0 I 2 4 5 6 8 9 6.00 6.00 44-0-0 �• 4nu 9 \O I 04-3 3-10-3 ' l6 15 14 13 112 11 1 3093# 3.50" 1-0-0 3093# 3.50" 44-0-0 �1-0-0 (RO-11-11) 430ry 430N (RO-1111-11) EXCEPT AS SHOWN PLATES A TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1457 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DPLOV1EDOXI-32768 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dmctng shown on this drawing is not erection bracing, wind bmcing, portal bmcing or similar bracing which is n part of the building design and which must be considered by the building designer Bracing shown is for lateml support of buss members only to reduce buckling length. Provlslons must be made to anchor lateral bracing at ends and specilled Io nUons determined by the building designer. Addltlonnl bracing of the overall structure may be required. (See HIB-91 of TPO. fhuss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 537191 Eng. Job: Dwg: Truss ID: B2 Dsgtir: TLY Chk: Date: 3-21-03 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 to.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 199d0- 1 HCS. 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: H QTY:3 DESIGN INFORMATION TOP CHORDS- 2x4 SP #2 MULTIPLE LOADS -- This design is the =__===___==-==Joint Locations======____=____ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided by the client. The designer disclaims continuously braced unless noted otherwise. any responslbWty for damages as a result of faulty or Incorrect Information. spectllmlloty V PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7 - 98 , CfiC, V= 125ifph, - - - - - - - - - - - - TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer Support 1 580# H= 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Uniform PLF From PLF To by the client and the correctness oraccuracy Support 2 340# Bld Type. Encl L= 40.0 ft W. 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 Of this Information as It may relate to spe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 ctflc project and accepts no responslbWly or ecerclses no control with regard to fabrica- Support 1 275# Impact Resistant Covering and/or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION- - - - - Lion. handling. shipment and Insullalbn of MAX LIVE LOAD DEFLECTION: X-Loc Vert HOriz Uplift Y-Loc Type trusses. This truss has been designed .3 an L/999 ..TC...FORCE...CSI ..BC... 0- 2- 8 208 275 -580 BOT PIN Individual budding component In accordance with L--0.02" D= 0.00" T--0.02" 1- 2 635 0.54 5- 4 -782 0.42 9- 9- 0 423 0 -340 BOT H-ROLL ANSI/TPI 1.1995 and NDS-97 Labe Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.42 ns pan of the building design by a Building T= 0. 03" Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engtneerl. When reviewed for approval by the T= 0.03" building designer. the design loadings shown must be checked to be sure that the data shown 1.00 are In agreement with the 1=1 building codes. RMB = local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been deslgned for storage or occupancy loads The design assumes compression chords (lop or bottoml are contlnu- L 9-10-13 I ously braced by sheathing unless otherwise ,1 —s} specified. Where bottom chords In lenstan are 3 not fully braced laterally by a properly applied rigid ceding. they should be bnced at a ( 4.24 maximum spacing of 10'-0- o c Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeWmg ASTM A 653. 2X Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabri-tor shad review this drawing to verify that this drawing is in conformance with the fabricators plans and to mallet a continuing responslbWty for such verl- fleallon Any dbereponcl are to be put In 2X writing before cutting or fabrication. Plates eha0 not be Installed Over knotholes. knots or distorted grain. Members shad be cut 3-9-15 for tight Biting wood to wood bearing. Con- 4-3-5 nector plates shod be located on both faces of the lrtrss with nalb fully Imbedded and shad be sym. about lhejoinl unless otherwise shown. A 5x4 plate is 5' wide a 4- long A 6.x8 plate is 6' wide x 8- long. Slols (holes) run pamilel to 0-345 the plate length npecEned. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sial are minimum size based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. Tlmts truss is not 3X6 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ail bracing and emcllon recommendations are to be followed In accordance with -Handling InstaWng h Bmctng-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and InstaBallon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- film end for resisting lateral forces shad be designed and Installed by others. Careful hand - Ling is essenUal and erection bracing s always required. Nonnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppling and dominomg. The supervblon of erection of trusses shall be under the control o! persons experienced In the Installation of trusses. Professional advice shad be sought U needed. Concentration of construction loads genter than the deign loads shad not be applied to trusses at nny time. No Inds other than the weight of the erectors shall be applied to in sses until after oil fastening and brocmg is completed I I 9-10-13 5 4 209N 4.95" 423# 2.50" 9 10 13 ��(R14- 2)i/2)io EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.4912 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINA4 �Mjaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. BRACING WARNING: Dsgfv: TLv Cldc: Date: 3-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SAN FORD, FL. 32771 Bracing shown on this drawing Innot erectlen bracbmg. wind bmcing. portal bmcing or similar bracing 7 C Dead 7.0 psf DurFae - Pit: 1.25 321-0064 Fax 321-3913 which is a pan of the building deign and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members mnly in rrdnrr huckllng length. Provisions BC Live 0.0 .. O.C. Spacing: 2 A.On p g• Y (407) (407) TOMAS PONCE P.E. 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 lIIB-91 of TPI) BC Dead 10.0 psf psf Design Criteria: TPI LICENSE #0050068 fr-w Plate Institute. Tat. is located in located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ' A Code Desc: FLA 1005 VA"MA DR.OVIEDO FL32766 TOTAL 33.0 psf V:09.05.02- 19947- 1 Design: itfarrir Anahliit JOB PATH: C:lrEE-LOXUOBSllWA1A4V HCS: 03.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been lased on mfonnation 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 InfomaUon as It may relate to a ape- clflc project and accepts no responsibility or exercises no control with regard to fabrtca- llon. handling. shipment and Installation of trusses. This truss has been designed as 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 englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied bads. Unless shown. tress has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conlbm- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid cel0ng. they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be nanufactured from 20 gauge Trot dipped galvanized steel meeting ASTM A 653. Crade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall re,lew this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such verl. flcalbn. Any dbcrepancles are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grab, Members shall be cut for light fitting wood to wood bearing Con- nector pL tes shall be located on both rims of the hiss with nnlb fully bnbedded and shall be sym about the Joint unless otherwise shown. A 5x4 pbnte is 5- wide x 4- long A W plate is 6- wide x B- long. Slots (holes) run parallel to the plate length speclned Double cuts on web members shall meet at the centmid of the webs unless otherwise shown Connector plate sizes art minimum sizes based on the forces shown and inoy need to be Increased for certain hand- ling and/or erection str ses Thb truss is not to be fabricated wllh fire retardant treated lumber unless otherwise shown. Far additional bnformalion on Quality Central refer to AN51/'IPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendalbns are to be followed In accordance with-11andling InstaWng d Bmcbng'. 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 phunb I m- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing b ahvays required Normal precautionary action for trusses requires such temporary bracing during InstatUallon between trusses to avoid loppb.g and domtnofng The supervision of erecton or trusses shall 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 (cods shall not be applied to trusses at any time. No leads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 581# Support 2 341# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 267# MAX LIVE LOAD DEFLECTION: L/999 L--0.06" D- 0.00" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB - 1.00 4-3-5 0-3-15 I WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H. 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 9.9 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 1164 0.71 6- 5 -1283 0.49 2- 3 1431 0.62 5- 4 0 0.16 TI: HI QTY:1 = _ ===Joint Locations==== 1) ===0- 0 0 3) 9-10-13 5) 6- 0-13 2) 6- 0-13 4) 9-10-13 6) 0- 0- 0 ------------ 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- 2- 8 208 267 -581 BOT PIN 9- 9- 0 423 0 -341 BOT H-ROLL 9-10-13 11 1 2 3 4 4 2-9-15 1-0-0 2.12 0-4-I 5-7-14 3-9-15 6 209# 4.95" 423# 2.50" 1-5-0 (121-4-12) n�e 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO FL32I= WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be mmfdered by the building designer Bracing shoum Is for lateral support of truss members only to reduce buckling length. Plovlilons must be made to anchor lateral bracing at ends and speclned locations determined by the building designer. Additional bracing of the overall structure may be required. IS" HIS-91 of TPII !Russ Plate Institute. TPI, is I"nted at 583 D'Onofrio Drive. Madison, Wisconsin 53719) Eng. Job: Dwg: Dsgnr: TLY Clint: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.4912 Truss ID: H 1 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 08 20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J QTY:25 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on Simplified Analog Model. ......... =====joint Locations_______________ This deign is for an indMdual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 6- 7 3) 7- 0- 0 component and has been based on Information transfer 168 pounds of horizontal reaction 2) 7- 0- 0 4) 0- 6- 7 id praved by the client. The designer disclaims anyresponslbWtyfordamagesasaresultof PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndlAd per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- faulty or incorrect Information. speclfiatbns Support 1 433# H= P 23.0 ft, i= 1.00, Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished tothe Lruesdesigner Support 2 355# Bld Type= Enel L- 44.0 ft We, 7.0 ft Truss 6-10-12 151 168 -355 TOP PIN by the client and the corecinessoraccuracy Support 3 51# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 1-12 274 198 -433 BOT PIN of this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 6-10-12 81 0 -51 BOT H-ROLL eNc project and accepts no responsdbWty or L/257 at Mid -panel # 1 tiecisenotllabnco• Uon. handling. shipmentandinstallation of L--0.33" D= 0.05" T=0.28" ..TC...FORCE ... CSI ..BC ... FORCE ... CSI trusses. This truss has been deigned as an MAX HORIZONTAL TOTAL LOAD DEFLECTIONS 1- 2 -69 0.99 4- 3 -2 0.84 Indlvldual 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 budding design by a Building T- 0 .00" Designer Impstered architect or professional engneed When reviewed for approval by the RMB - 1.15 budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the Local budding code. local curnatic records for wind or snow Inds. project specifications or special applied Inds. Unless shown. true has not been designed for storage or occupancy loads. The design assume compression chords (lop or bottom) are MnUnu- 7-0-0 L oust' braced by sheathing unless otherwise 1 - specified. Where bottom chords In tension are 1 2 not fully braced laterally by a property applied rtgd ceding. they should be braced at a f 6.00 maximum spacing of 10'-O- O.C. Connector plates shad be manufactured from 20 gauge hot Attach With (4) dipped galvanlmd steel meeting ASTM A 653. j lid Toe -Nails Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad renew this drawing to vertfy that this drawing is in conforms-ce with the fabrimloes plans and to mallet n continuing responslbli ty for such veri- fication. Any disempancles are to be put In writing before cutting or fabrication. Rates shad not be Installed over knothole. knots or distorted grain. Members shad be cut 3-10-3 for tight fitting wood to wood bearing Can- 4-3-2 neclor plates shall be located on both faro of the L u with nab fully bnbedded and shad be sym. about the Joint unless otherwise sham. A 5x4 plate is 5- wide x 4- long. A BxB plate is 6' wide x 6- long Slats (holes) run parallel to 04-3 the plate length specified. Double cuts on web members shad meet at the centrotd of the web 1 unless otherwise shown. Connector plate sizes ■re minimum SLes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This tnrsa is net Attach Willi (2) 10d Toe -Nails 3X4 In be fabricated with fire retardant treated lumber unless otherwise shown For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be followed in accordance with 91andling Installing h Bracing-, HIB-91. Trusses are to be handled with particular are during banding and bundllny delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itbn and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for Uusaes requires such temporary bracing during I- latbn between trusses to avoid top Ptin R and dominoo g. The supervision of erection of trusses shad be under the control of persons experienced in the installallon of trusses. Professional advice shad be sought If needed. Concentration of construction bads greater than the design loads shad not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. R II I/ 7-0-0 Ii 4 3 275N 3.50" 151N 2.50" t-0-0 7-0-0 82# 3.501, (RO-11-11 C/L: 6110-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINA4 LMMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SA N FORD. FL. 32771 Boeing shown on this drawing is not emetlon bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is a part of the budding design and which must be considered by the budding designer. Bracing shown is for Lateral support of taus members only to reduce buckling length. length Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and speetned locations determined by the building designer. Adds,otialbracing ofthe meradstructuremay berequired. (See HIB-91 of M. BC 10.o Dead psf p Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofuao Drive. Madison. Wisconsin 53719) Code Dese: FLA 1005 VANNFSSA DROVIEDO.F1.32766 0 TOTAL 33.0 psf V-09.05.02- 30516- Design: Mmrfr Analym JOB PAT71: C:17EE•LOKIHOMEDIR - HCS: 08.20.02 DESIGN INFORMATION This design is for an Indlvldual building mot patient and has been based an hdonnatlon provided by the client The designer disclnlins any responsibility for damage as a result of faulty or Incorrect trdontullon. specifications and/or designs himished to the truss designer by the client and the mneclnests or accuracy If this infotmallon As It may relate to a spe- clfla project and accepts no responsibility or ejterelsn no control with regard to fabrica- lion. handling. shipment and butal6lbn or trusses. This truss has been designed as an Individual bu6dhng component lit accordance with ANSI/TPI 1-1995 and NUS-97 to he Incorporated as part of the building design by ■ Building Designer Ireglslered aiehaccl or professional englneerl When reviewed for approval by the building designer. the design loadings shown must be checked to be sore that the data shnwo ate in agreement with the local building codes. local climatic remrds for wind nr snow loads. projed speclncaUons or speelal applied loads Unless shown. truss has not been designed for slurage or occupancy lands. The design assumes cnmpresston chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where boltom chords in tension are nnl hilly hmced laterally by a praprrly applied ngtd ccatng, they should be bmeed at a maxlmum spacing of 10'.0- o e. Connector plates sti.-tll be monufaclured from 20 gauge lint dlpircd galvanized steel mrettng ASrht A 653. Cmde 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabricator shall rmlew this drawing to verify that This drawing is in conformance with the fabdmtar s plans and to reallre a continuing respom1bWly for such verl- Bcallun. Any discrepancies arc to be put In writing before nrtling or fabrication Ptatm shoB not be installed met kneAholes. knots or distorted grain. Members shag he cut for tight fit ling wood to wood hearing Cou- nrrtor piles shall be 1-1rd on both faces nl the tnnss will, nnlis fully imbedded and shag lee *yen. about the joint unless oll—tse shown A 5.4 plate is 5' wide x 4- long A 6.8 plate is 6 wide a E' long Slots proles) ran p-1W In the plate length specified. Double cuts on wch o—tters, shall meet at the eenirold of the webs unless otherwise shown Connector plate stzr_-s are mhibnum sizes based on the forces shown ■Ad may need to be increased for certain haud- Iing and/or erection slresses. This truss is not In be fabricated with fist retardant trealed lumber winless odienvbt shown. For additional Womallon on Quality Coulml refer to AN51/T11 1-1995 PRECAUTIONARY NOTES All bmchng and erection recommendation are to be fi ll—d in accordance with -I landlinit Inslailing & Bmeltig-. IIIB-91. Trusses are to bt handled with particular cate during banding and bundling, delivery and hrsmBalion to avoid dainage. Temporary and permanent bmttng for holding tmssn lit a straight and plumb pm. Rlon and for resisting 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 temprtmry bracing during Inst2blton between trusses to avoid Ioppllng and daminoing The supervision of erection of trusses shall be under the control of persons experienced in the installation of trussn. professional advice shall be sought If needed. Concentration of corutruction Imds greater than the design loads shng not be applied to Urnses at any lime. No loads other than the welghl of the ereeton shag be applied to lrusses unlg after all faslentng and bmting is cornpleted JB: WINCHESTER A 4 AC: Its# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 230# Support 2 273# MAX LIVE LOAD DEFLECTION: L/704 at JOINT # 2 L=-0.11" D--0.11" T--0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.17" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.09" RMB - 1.15 4-3-2 EXCEPT AS SI10%%'N PLATES (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-OO(A Fix (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR OVIED0.1i'L92766 U-41-3 _Y_ _F WO: WINA4 WE: WndLod per ASCE 7-98, C&C, V= 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 44.0 ft W= 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 240# ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -166 0.51 6- 5 24 0.32 2- 3 -105 0.44 5- 4 0 0.27 TI: J 1 9TY:7 = ===_____ Joint Locations 1== )0 ==0 ==0 3) 7- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 7- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 276 240 -230 BOT PIN 6-10-12 230 0 -273 BOT H-ROLL 7-0-0 1 2 3 r 6.00 3.UU I U-3 4-0-0 2-8-8 I6 4 277# 3.50" 23t# 2.50" 1-0-0 7-0-0 51 (Ii0-11-11 ARE TL20 CA TESTED PER ANSI/1'111 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dmcing shown on This drawing is not acclinn bmting, wind bmrlog, penal bmting nr shulln, him Ong which is n fort of the building design and which must be considered by the baliding designer. Braefng shown is (cat lateral suppnit rat iniss —tarts only to irthem buckling length. Provlslons mull he made to Anchor lateral bracing At ends And spccllled lor-a0ons detecrunrd Ira the building designer. AddtOonal bracing of the overall structure may be required. ISee 1110-91 o17 f I). frnrss PL le 1-111ulr. TPI, is I—t"i at 583 O'orrolrin lime, hladismu Wisconsin 53719). 10d Toe-Nails4) Attach with (2) 10d Toe -Nails scale = 0.4929 Eng. Job: WO: WINA4 Dtl'g: Truss ID: J 1 Dsgur: TLY Chk: Date: 10-09-03 TC hive 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psr DurFac - Pit: 1.25 HC Live o.o psr O.C. Spacing: 24.0" BC Dead IU.O psr Design Criteria: TPI — Code Desc: FLA 'ro'rAL 33.0 psr V:09.05.02- 30530- 1 uetisn: Narrll AIWIYSlr JUn nuN: L utt U7A111UMI-.01K TICS: 03.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J 1 A QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CaC, V. 125mph, ........ =.-Joint Locations ======_.... =___ This dcslgn is for an Individual building BOT CHORDS: 2x4 SP #2 H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 1) 0- 0- 0 3) 7- 0- 0 5) 2- 5- 0 component and has been based an lnfonnatlon WEBSt 2x4 SP #3 Bld Type- Encl L. 44.0 ft W= 7.0 ft Truss 2) 2- 5- 0 4) 7- 0- 0 6) 0- 0- 0 provided by the cllent. The designer dlsclabns in INl' zone, TCDL- 4.2 psf, BCDL- 6.0 psf - - - -MAX. REACTIONS PER BEARING LOCATION ----- any yorInsibility corretfardamagesas•mullof PROVIDE UPLIFT CONNECTION PER SCHEDULE: Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type faulty or Incorrect informnllan, spedflnllons and/or designs furnished to the truss designer Support 1 231# 0- 1-12 277 236 -231 BOT PIN by the client and the correctness or accuracy Support 2 273# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 6-10-12 231 0 -273 BOT H-ROLL of this Informalion u It may relate to a spe- MAX LIVE LOAD DEFL.ECTIONi Support 1 236# cifc project and accepts no responsibility or L/707 at JOINT # 2 exenlsan no control with regard aril intofabna- Lo-0.11" D--0.11" T--0.22" ..TC... FORCE... CSI ..BC... FORCE... CSI truss esn'nits shipment and wlaned a of MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -222 0.40 6- 5 55 0.35 trusses. This nova has been designed as an individual building component in accordance with T- 0.18" 2- 3 -122 0.55 5- 4 0 0.33 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. 09" Designer (registered architect or professional engneed. When reviewed for approval by the RMB a 1.15 building designer, the design loodbigs shown must be checked to be sure that the dain shown arc In agreement with the iool building codes. local cllmsuc 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 sssumes compression chords (top or boacm) are continu- L 7-0-0 L ously braced by sheathing unless otherwise � - specified. Where bottom chords in tension art 1 2 3 not fully braced laterally by a property applied ngd celling, they should be braced at a maximum spacing of I(7-tT o c. Connector 6.00 Attach with (4) I Ud Toe -Nails plates shall be mantdaciured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. 2X4 Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricator's plans and to ren&e a continuing resporuibWly for such verl- flotion. Any disempanctes are to be put in writing before cutting or fabrication. Plato shall not be Mailed over knotholes. 3-3-13 (mots or distorted grain Membersahallbe mt 2X4 far tight slung wood to wood bearing. Can- 4-3-2 nector plates shag be located on both faces of the truss with sells fully imbedded and shag be sym about the joint unless otherwise shown A 5x4 plate Is 5- wide x 4- long. A Us plate is ff wide x 8' long. Sim (holes) run parallel to 04-3 the plate length Specified. Double cuts on web I members shag u meet at the cenold of the webs unless otherwise shown. Connector plate sizes 5X6 2X4 are minbnum sizes based on the forces shown Attach with (2) and may need toct be Increased for certain hand- —z— IOd Tile-Na11S ling and/or erecllon stresses. This Issas is not T 3X4 0-6-6 to be fabricated with lire retardant baled hunter unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with 91andling Installing Q Bracing". HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding uusse In a straight and plumb pro- Ition and for resisting lateral form shall be designed and instnDed by others. Careful hand. ling Is essential and erection bracing is always required. Normal precautionary action for trussm requires such temporary bracing during Installation between trusses to avoid topplingand dominamg The supervision of erection of tru-%m shall be under the control of persons experienced in the Installation of trusses. Profess bral advice shag be sought if needed. Concentration of construction Inds grater than the design Inds shall not be applied to trusses at any time. No Inds other than the welght of the emetars shall be applied to trusses until after all fastening and bracing Is completed. 3.00 I 0-3 Plate Height l 2-1-8 4-7-0 = 0-6-6 6 4 277# 3.50" 231# 2.50" 1.3 1-0-0 7-0-0 cRa11-11 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 DROVIEDO,FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg` CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf which is a part of the building design and which must be considered by the building designer Bracing shown is for lateral support of truss members only to reduce buckling length. ProNsiom must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Addluortal bracing of the overall structure may be required. (See I11B-91 of 1P0. BC Dead 10.0 f pit rDuss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) TOTAL 33.0 psf scale = 0.4929 Truss ID: J 1 A Date: 10-09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design' MOM Analysis JOB PATH: C:I7EE-LOXII10MEDIR HCS: 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J2 QTY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ...... ___=====Joint Locations =====__________ This design is for an individual building BOT CHORDS t 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 6- 7 3) 5- 1- 8 component and has been based on Wormatton transfer 141 pounds of horizontal reaction 2) 5- 1- 8 4) 0- 6- 7 provldedby'heclient- Thedesigherdisclaims any responsibWtyfar damagesaaresult o! PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 12 P Slblph, -- --MAX. REACTIONS PER HEARING LOCATION----- faulty or Incorrect lnforttwllon,specifications Support 1 399# H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Support 2 278# Bld Type- Enel Le 40.0 ft W. 5.1 ft Truss 5- 0- 4 110 141 -278 TOP PIN by the client and the correctness or accuracy Support 3 43# in 3NT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 213 184 -399 BOT PIN of this infomatlon a It may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 5- 0- 4 60 0 -43 BOT H-ROLL cinc project and accepts no responsibility or L/643 at Mid -panel # 1 exercises ndUn&shipmetandintofation lion, hnndWtg, shipment and installation of L=-0.10" D= 0.01" T=-0.08" ..TC... FORCE ... CSI ..BC...FORCE... CSI trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -50 0.65 4- 3 -2 0.50 ndwidual building component in accordance with Te 0. 00" ANSI/TPI I-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as pan of the budding design by a Building T. 0. 00" Designer (registered amhltect or professional engineer). When reviewed for approval by the RMB = 1.15 building designer, the design krdtngs shoam must be checked to be sure that the data shown are In agreement with the local building codes, local cllnutic records for wind or snow loads, project specifications or special applied bads. Unless shown, tntsa has not been designed far storage or oemupaney loads. The design assumes compression chords (lop or bottom) are conlinu- 5-1-8 ously braced by Sheathing unless otherwise Ilk Specified. Where bottom chords In tension am 1 2 not fully braced laterally by a property applied rWd ceding they should be braced at a I 6.00 maximum spacing of la-0- a c. Connecter plates shag be manufactured from 20 gauge hot dipped ga lmnized steel meeting ASfM A 653. Attach with (4) Gmde 40. unless otherwise shown. lOd Toe -Nails FABRICATION NOTES ��rppq Prior to fabrication, the fabricator shag r-Am �y this drawing to verify that this drawing is in confomnance with the fabricator's plans and to Ilfj��Il realize a continuing responsibility for such ved- I Hatton. Any discrepancl= are to be put In writing before cutting or fabrication. Plates shall not be Installed wer knotholes, knots or distorted grain. Members shall be cut 2-1045 for tiglnt ntung wood to wood hearing Can- 3-3-14 nectar plates shall be located on both fan of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A BxB plate is Er 04-3 wide x B- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown Connector plate Si— am mintrnum sun Eased an the forces shown Attach with (2) and may need to be Increased for certain hand- a 10d Toe -Nails g and/or erection stresses This truss is not 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional nforrwtion on Quality control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations am I* be followed in accordance with -Handling InsuWng S Bmcng-, IIIB-91. Trussesore to be handled with particular eve during handing and bundling, delivery and Installation to avoid damage. Temporary and pemunent bracing for holding anuses in a straight and plumb pos- Itlon and for resisting lateral forces shad he designed and bulalled by others. Careful hand- kng is essential and erection bracing is always rNutmd. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domnnng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice Shad be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to truss- car any time. No loads other than the weight of the erectors shall be applied to trusses until a0er ail fastening and bracing Is emupleled. M M $-1-8 11 Ilk 4 3 213// 3.50" 110M 2.50" 10 1-0-0 � 5-1-8 61N 50" (RO-1141) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 Over 3 Supports scale = 0.6319 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINA4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFaC - Lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnllar bracing TIC Dead 7.0 psf DurFaC - Pit: 1.25 407 321-0064 Fax 407) 321-3913 e ) 1 which Is a part of the budding design and which must be considered by the building designer. Bracing shown b for lateral support of truss members only to reduce buckling lees Pebudin meatne BC Live 0.0 psf O.C.$ actin 24.0" Spacing: TOMAS PONCE P.E. made to anchor lateral bracing at ends and Bled locations determined the budding designer. g f by Additional bracing of the menu structum may be required. (See HIB-91 of TPf). BC Dead 10.0 psf P Design Criteria: TPI 9 LICENSE #0050068 (I'mss Plate Institute. M. is located at 583 D'Onofno Drive, Madbon. Wisconsin 53719) Code Dese: FLA IIb5 VANNFSSA Da.OVIEDO.FL32766 I I TOTAL 33.0 psf V'09.05.02- 30519- Desf jn: Afmru Analysts JOB PATH: C:ITFE-LOK1110MEDIR HCS: 08.20 02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J2B 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C4C, V. 125mph,--------------Joint Locations----------_-_- ThisdesignisforanlndMdualbullding BOT CHORDS: 2x4 SP #2 H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 1) 0- 0- 0 3) 5- 0- 0 5) 4- 3- 8 component and has been based an Information WEBS: 2x4 SP #3 Bld Type- Encl L. 44.0 ft W= 5.0 ft Truss 2) 4- 3- 8 4) 5- 0- 0 6) 0- 0- 0 provided by the clienL'rbc designer disclaims in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf - - - -MAX. REACTIONS PER BEARING LOCATION ----- any mapoyor incorrect reformation. specifications bdiry for damages as • result of foully or PROVIDE UPLIFT CONNECTION PER SCHEDULE: Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Lroc Type and/or designs furnished to the lmssdesigner Support 1 299# 0- 1-12 211 333 -299 BOT PIN by the client and the correctness or accuracy Support 2 408# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 1 4-10-12 164 0 -408 BOT H-ROLL of this information as It may relate to n spe- MAX LIVE LOAD DEFLECTION: Support 1 333# clftc pmlect and accepts no responslbdily, or L/999 exembes no control with mprd to tabrta- L--0.02 ^ D- 0. 00^ T-- 0. 02" truss handling, truss has and Wtaned a a MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 FORCE-191 0.55 6- 5 FOR 8 0.46 r.....es. This testis has been designed u an 1ndMdual building component in accordance with T- 0.05" 2- 3 -137 0.17 5- 4 0 0.09 ANSIrM 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the bundling deign by a Building T- 0 . 05 a Designer (registered architect or professional engncerl. When reviewed for approval by the RMB - 1.15 building designer, the design loadings shown must be checked to be sum that the data shown am in agreement with the local building codes. local cdmauc records for wind or snow loads, project spetdlcauons or special applied bads. unless shown, true has not been designed for storage or occupancy loads. The deign assume compression chords (top or bollom) are continu- I� 5-0-0 I/ ously braced by sheathing unless otherwise specified. When bottom chords Intension am �1 2 3 not fully braced laterally by a properly applied rWd ceding, they should be braced at a maximum spactng of 10'-0- o c Connector 6.00 Attach with (3) 1 Od Toe -Nails plate shall be manufactured from 20 puge hot dipped plvanbed steel meeting ASfM A 653. 2X4 Grade 40. unless otherwise shown. 2X4 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawling to verify that this drawing is in conformance with the fabricators plans and to mahre a conunumg responsibility for such vert- 1-10-3 nalbn. Any discrepancies are to be put In writing before cutting or fabrication Plates shad not be installed over knotholes, knots or dlstorted gram Members shad be cut FM for tight fitting woad to woad bearing. Con- 3-3-2 LU nector plates shad be bated on both faro of the truss with raib fully imbedded and shad be sym. about the Joint unless otherwise shown. A 5X6 X4 5x4 plate is 5' wide x a' Long. A 6x8 plate b 6' 04-3 Attach with (2) wide x fr long Slits Iholml ram parallel to IOd Toe -Nails the plate length specified. Double cuts an web 1-0-0 members 91a0 meet at the centrold of the web unless otherwise shown. Connector plate sizes ore minanum sires based on the forces shown and may need to be increased for certain hand- 3X4 ling and/or erection stresses. This truss is not 1-0-0 to be fabricated with fire retardant treated Inrmber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recortvnendatbns arc te followed in accordance with "Handling UItading a Bmcmg". HUB-91. Trusses am to be handled with particular com during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- abn and for resisting lateral form shall be designed and installed by others Careful hand- Img is essential and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The sup-tsion of erection of trusses shad be under the control of persons experlenced in the installation of twses. Professional advice shall be sought if needed Concentration of constnrelton loads greater than the design Inds shad not be applied to trusses at any time. No bads other than the weight of the ercUom shad be applied to trusses until after ■d fastening and bracing I, completed. 3.00 I 0-3-8 4-0-0 16 0-8-8 4 211# 3.50" 165# 2.50" 1.3 111).1 5-0-0 (RO-1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 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 DROVIEDO.FL32766 WAKNINks: 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 budding deslp er. Bracing shown Is for latent support of truss members only to reduce buckling length. Prwblons must be made to anchor lateral bracing at ends and ■pecliied locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ffruss Plate Institute. TPI, is located at 583 D'Onofro Drive. Mndbon. Wisconsin 537191. scale = 0.6440 Eng. Job: WO: WINA4 Dwg: Truss ID: J26 Dsgnr: TLY Chk: Date: 10-09-03 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- 30546- 2 Derian: Afarrtx Analyrir JOB PA771: C.-I EE-LOKIHOMEDIR HCS: 08.20.02 I I JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J3 QTY:6 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe. cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and tnstallatIon of trusses. Thu taus has been designed as an individual building ranponent in accordance with ANSI/'M 1-1995 and NDS-97 to be Incorporaled as pan of the building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local cllnatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, taus has not been designed for storage or ocoupancy Inds The design assumes compression chords Itop 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 rtgld ceWng, they should be braced at a moxtmum spacing of ID'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galwnized 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 conformanca ce with the fabrtloes plans and to realize a continuing responsibally for such ven- Dcallon. Any discrepancles are to be put in writing before cutting or fabrication. Plates sha8 not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bra ring Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shorn. A 5x4 plate Is 5- wide x 4- long. A (Lx8 plate is 6' wide x 8' long Slats (holml run parallel to the plate length specified. Double cuts on web mrmbem sha8 meet at the centrold of the wcbs unless otherwise shown. Connector plate sues ore minimum sizes based an the form sham 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 Contra] refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing S Bractn(•. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Instalbtion to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral formes shall be designed and Installed by others. Careful hand- ling is essential and erecuon bracing Is alxoys required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of muses shall be under the control of persons experienced in the Installation of I - Professional advice shall be aought if needed. Concentration of construction loads greater than the design loads shall not he applied to es trses at any time. No foods other than the weight of the erectors shallbe applied to trusses until after all fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-3-14 04-3 Analysis based on Simplified Analog Model. Field Connection at Support 1 ni st be able transfer 86 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H- 23.0 ft, 1- 1.00, Exp.Cat. B. Rzt- 1.0 Bld Type- Encl L- 40.0 ft W. 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.25 4- 3 -2 0.19 =------------- Joint Locations===-------__-_- 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 148 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 L Ilk 1 216.00 3-1-8 4 3 148# 3.50" 67# 2.50" 1-0-0 3-1-8 37N 2 011 r (RO-11-11) C/L: 3-0-4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 01 CMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 32r-3913 TOMAS PONCE P.E. LICENSE #0050068 10D5 VANNESSA DR.OVIEDO.fL52766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing 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 lengh. 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. ISee HIB-91 of TPI). 17'russ Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Attach with (3) bud Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 Eng. Job: WO: WINA4 Dwg: Truss ID: J3 Dsgnr: TLY Chk: Date: 10-09-03 TIC Live 16.0 psr DUrFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V:09.05.02- 30521- ! Design: Matrix Analysis JOB PATH: CATEE-LOK1110MEDIR HCS: 0820.02 l l JB- WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J3B QTY:2 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 as a result of faulty or Incorrect Inforn ition, specifications and/or designs furnished to the buss designer by the client and the correctness or accuracy of this Information as It may relate to a ape - Ole project and accepts no responsibWly or exeretms no control with regard to fabrtco- tbn, handling, shipment and installation of tresses. This truss has been designed as an mdMduaI mnIaccordancebuilding copoent accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated u part of the building design by a Building Designer (registered architect or professional engneed When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied (cads. Unless shown, truss has not been designed for storage or occupancy leads. The design as. - compression chords (lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by o properly applied rigid ceiling, they should be braced at a maximum spacing of IU-0- o c. Connector plates shall be manufactured from 20 gauge hot dipped galvenbed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbWly, for such ved- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members stall be cut for tight naing wood to wood bearing. Con- nector plates shall be located on both faces of the taus with nails fully t bedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 87 long. Slots (holes) run parallel to the plate length specified. Double cute on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sires based on the forces shown and tray need to be increased for certain hand- ling and/or erection stresses This truss Is not to be fabricated with Ilre mtnrdanl treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES AD bracing end erection recommendalbru are to be followed In accordance with 'I landUng Installing A Bracing'. HIB-91. 71russes 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- nlon and for resisting lateral forces shall be designed and Whiled by others. Co refuel hand- ling is essential and erection bracing is always required. Norval precautbrary action for trusses requires such temporary bracing during Insinuation between trusses to avoid toppling and dominoing The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed Coneentr"tlon of construction Wtbrea gter than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 Le-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTIONS Te 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION- T= 0.00" RMB a 1.15 2-3-14 0-4-3 Analysis based on Simplified Analog Model. Field Connection at Support 1 niunt be able transfer 88 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125rilph, H= 23.0 ft, I- 1.00, 8bcp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 3.1 ft Trues 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 -30 0.25 4- 3 -17 0.19 ___=====o===°Joint Locations===.===aa= 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 88 -176 TOP PIN 0- 1-12 148 119 -284 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL L _ 3-1-8 k 1 21 0 1-2-7 0-8-8 1 3.00 I 0-3-8 2-10-0 4 3 148# 3.50" 68# 2.50" 1-0-0 3-1-8 37# 2.150" I" (RO-11-11) -F C/L: 3-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports r - WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwgc CONTRACTOR. BRACING WARNING: Dsgnr: TLY I 4005 MARON DA WAY TC Live SA N FORD, FL. 32771 Bracing shown on this drawing b not erection bracing, wind bracing, portal bracing or stmuar bmcing which is a pad of the building design and which must be considered by the building designer. Bracing TIC Dead (407) 321-11064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live TOMAS PONCE P.E. made to anchor lateral bracing at ends and spmtned locations delerinmed by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP(). BC Dead LICENSE #0050068 (Tress Plate Institute, 7PI, u located at 583 D'Onofrio Drive, Madison. Wisconsin 53719) 11005 VANNESSA DP OVIEDOXI-32766 I TOTAL Chk: 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 psf Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 Truss ID: J3B Date: 10-09-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmnr Analysis JOB PATH: CATBE-LOKIHOMEOIR HCS: 03.20.02 I I JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J4 QTY:6 DESIGN INFORMATION This design Is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages a ■ ruck of faulty or Incorrect Information, specl0eatloru and/or designs furnished to the truss designer by the client and the correctness or seeuracy, of this Information as it may relate to a spe. eiflc project and adepts 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 archllect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or anow bads. project specifications or special applied loads. Unless shown. Iruv has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are wntinu- 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 la4r o c. Connector plates shad be manufactured from 20 gauge hot dipped gaMnlwd steel meeting A.SIM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabricator shad thew this drawing to verify that this drawing is In conformance with the fabricatofs plans and to reatice a continuing responsibibly for such wrl. ficalion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Instoded wet knotholes. (mots or distorted grain. Members shad M cut for tight filling wood to wood bearing. Con- nector plates shall be located on both fain of the truss with nalis be fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A US plate is 67 wale x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shad meet at the centreld of the welas unless otherwise shown. Connector plate sires are minimum sizes baed on the forces shown and may need to be increased for certain hand - Ling timelier erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with "Handling Irstadbng & Bracing-. H113-91. Trusses are to be handled with particular cart during landing and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding musses in a straight and plumb pos- Ilion and for relating lateral forces abed be designed and Installed by others. Careful hand- ling is essential end erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Wullatiot of Intssn. Professional advice shad be sought If needed. Concentration of construction loads greater than the design Inds shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after ad fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 1-3-14 T 0-4-3 1 Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 26 pounds of horizontal reaction WndL,od per ASCE 7-98, C&C, V. 125mph, H. 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W. 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 == =Joint Locations=====__________ ==__ 1) 0- 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 82 32 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL I/ 1-1-8 L It 2 6.00 Attach with (2) 10d Toe -Nails 0-10-15 , 11 Attach with (2) 10d Toe -Nails 1-1-8 4 3 83A 3.50" 25N 2.50" 1-0-0 13N 2.Sp° !a 1-1-8 1-1-8 (RO-11-11) C/L: 144 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5869 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINA4 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J4 y CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 10-09-03 TC Live 16.0 psr 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 psf DurFae - Pit: 1.25 (407) 321-oo6a Fax (A07) 321-3913 which is a part of the building desfgn end which must be considered by the budding designer. Bracing shown is for lateral support of truss members on to reduce buckling length. Provistons must be only g BC Live 0.0 f � ur O.C. Spacing: 24.0 TOMAS PONCE P.E. l bracing Pec made to anchor lateral brat at cods ands Ned locations determined tits building designer. by g � Additional bracing of the oveta0 structure may be requited. (See HIB-91 of TPI). BC Dead 10.0 f ps Design Criteria: TPI g LICENSE #0050068 frmss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DP ONEDO.fL32766 TOTAL 33.0 psf V:09.05.02- 30523- Design: Afairu Analysis !OR PATH, C.17FE-LOKIHOMEDIR HCS: 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J46 QTY:2 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 nclst be able 1) 0- 9- 5 3) 1- 1- 8 component and has been based on information transfer 28 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 9- 5 provided by the client. The designer dlsclatms PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125 h, ----MAX. REACTIONS PER BEARING LOCATION----- any r sponstbWty for dirges as ■ result of faulty or Incorrect information. specifications Support 1 163# H- 21.0 ft, I= 1.00, Ecp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Support 2 65# Bld Type. Enel L. 40.0 ft W. 1.1 ft Truss 1- 0- 4 24 28 -65 TOP PIN by the client and the correctness or accuracy Support 3 6# in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf 0- 1-12 88 37 -163 BOT PIN of this information as It may relate to a ape- MAX LIVE LOAD DEFLECTION: Islpact Resistant Covering and/or Glazing Req 1- 0- 4 12 0 -6 BOT H-ROLL clflc project and accepts no responsibility or L/999 exercises It control shipment and t fabrics - Lion. L- 0.00" D- 0.00" T- 0.00" ..TC... FORCE ... CSI ..BC...FORCE ... CSI lion, handWg. shipment and installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -9 0.03 4- 3 -6 0.02 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 profe tonal englncerl. when reviewed for approval by the RNB - 1.15 building designer, the design loadings shown must be checked to be sun that the data shown are in agreement with the local bullding codes, local cltrnatic records for wind or snow loads, pmject speclBcatbns or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords flop or bdloml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc 1 2 not fully braced lateagy by a properly applied rigid teill g. they should be braced at o �00 maxi mum spacing of 10.4r o e Connector 6.00 plates shall be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653. Crude 40, unless otherwise shown Attach with III 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator slag review this drawing to verify that this drawing is in conformance with the fabrientor's plans and to 0-8-9 realize a continuing responsibility for such vcri- (fcalion. Any disereprrncles arc to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted gain. Members shag be cut / for tight (filing wood to wood bearing. Con- 14-11 nectar plates shag be located on both fates of 04-5 the truss with ruin fully Imbedded sad shall be about the Joint unless otherwise shown. A 0-2-8 SX4 Sx� plate is 5- wide x 4- hag.g. A A 6x8 platen Attach with 2 6- I _(t � ) wide a 8- long Slw (holes) run parallel to 3X4 10d Toe -Nails the plate length specified Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sties are minimum sizes based an the forces shown and may need to be increased for certain hand- ling and/or ermtlon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additi—I information on Quality Control refer to ANSIrM 1-1995 3.00 I PRECAUTIONARY NOTES 0-3-8 All bracing and erection recommendations are to be followed in accordance with "Handling IrutaWng A Boeing', H18.91. Trusses ore to 0-10-0 be handled with particular care during banding 4 3 and bundling. delivery and Installation to avoid 89# 3.50" 25# 2.50" damage. Temporary and permanent bracing I for holding tames in a straight and plumb pm- le 1-1-9 Did 1-1 8 installed 13# 2. car Ition and for resisting lateral forces shag be If I" C/L7 1- -4 designed and talled by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5123 required Normal precautionary action for trusses requires tweenttemporarytoavraeingduring WARNING: READ ALL NOTES ON THIS SHEET. g• Wtngalbn between tames to avoid toppling En Job: WO: WINA4 and dominming. The Supervision of erection of trusses shag be under the control of trusses. (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`t'g' Truss ID: J4B �fdsa advvice shall bee ought u needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-03 Concentration of construction loads greater TC Live t6.o psf DurFae - Lbr: 1.25 than the design loads shag not be applied to 4005 MARONDA WAY BRACING WARNING: trusses at any time. No Imds other than the Bracing shown on this drawing is not erection bracing• wind bracing, pond bmcing or strnilar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 weight of the erectors shag be applied to SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing rn in,-" until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of lass members only to reduce buckling length Provisions must he BC Live 0.0 psf O.C. Spacing: 24.0 is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required (Sec HIB-91 or BC Dead 1 O.O TPI). psf LICENSE #0050068 rtriw Plate Institute, TPI, Is located at 583 D'Onofrio Dwe, Madison, Wisconsin 53719). Code Dese: FLA 1005 VANNFSSA DR.OVIEDOX1.32766 I TOTAL 33.0 psr V:09.05.02- 30524- 8 uesign: Atarru Analyst JOB PA77I: C•17EE-LOXIHOMEDIR HCS: 08 20.02 Ir L.a(T GAGE STEEL FLOOR .DST' (Npa7 FLOOR COOMECTOR9 • .,mac., etVff GAGE STEER R!Y TRATA (rptT 1 LAI SEE DETAIL EJYS-S1 YIOpyY •q EDGE D'SIAIKE AOD SPACOG K !L•AYO RESPE 0T EU.1MSf pDESP ART [ WED SrIFFOER rJ 137 •q - s r • SCRERS NK Y[ASU D CEYTERiIXE OF 11E RWEV. 0 TYPICAL ArTA:PWMT TO (KARnW .Ml .� L37•Us a f/•'X'RMSEE LEFAIL Dfln.SI DESiM LDAas, WE LOAD • Aa /d DEAD 12 STEEL Z AOD WTT. / f i pn JO'OT Tt I LOAD • /iC TOTAL LOAD • St PY sOPP04 / AT PANEL In 144 r�'jCREW • ?at LEFLECra% SEE WALL WAKS-St LL •L1360 F8 SI W= FIRE =92C SEE DETAIL FJOS-SL. rL •L/RAD IMF LDADS ASSUMED TO DE REARaG ON RIM TRACK,2T/Z' LEG UP PERIMETER WALLS LYU. r•SREATMAG rY. nam DI 6WE0 ANI) SCREWED 1 • jam Lawn rJ •1 sDuv&Pat rmrs A oat FIELD C • Fb'r f/F•SDPAXT OAP LOCArO[ DESC "GN LEM(ER SIEaG Rn1 TRACK Lr FON Ism 50 to GRDER w Fars Ip,LTVAaEO GnmI Ir TDIIS M;cLPtaa(ED GDgER IF TOTS WL MOCKED EJV OWN ?TOES I{n RMMD IDIST Ir TOYS MWUAC/ED A= tr rars i, p A _WD LAC ER R6 LrrDr3 imusFusCRED 51)(/D 8= Lr FM3 ipA.UMPUACnED REM STFRR PTSM MX((gT33 TESTED Ir rDr3 WOE U+NTGTED TRACK ¢.P Lanai f/J•r fh'rs M50 to. tM'E "TAAKO FALL-1 sr'w . 4"' QOER — Tu . EAZIC . ro G AA SEE Oar u — rncytE Aro SPAM W A WW OPEN REMARK AVa7IED TAMS • NOt JR(.Vr? FSM ASpYIM125-541 PU4-4Y-"'J PU-2 •frsy a-W 1 SEE LOCO FOR LDC.AV TO • LPTA LOOOECrURSJRai TRACK Ir Rli1 +msw Pr Psnar ran SNTSI VARIES FIELD AFPUED a aca HANp rM1 ItpinAlLTlRrn r-Rr3 ro p v uAw ro nat �; A sa ON TR �i_ 01h, ow My TRACK -air TO SIZE —1. PVM TRACK FLOOR DECK ff.B�. FLOOR DECK p0'N11� BOOK 0-101 II 11-W-4 III q�INli i Ill�lil�llll lllip.�l 1�pii�ll Bill I III 1�!11 I 11 �I �0`1 M11 NMI 1�ill 1151 will 0 7n9 rp LPTA LO ATOV o�I se RDI O LPTA D:ArIDRS aL am 6V co 0 SHEET, FDO S T E E L j 0 1 S T D E S I G N G U I D E Floor Joist Span Tables (0" Minimum Knockout Offset) Joist Member 10 psf Dead Load and 40 psf Live Load TL Deflection = U240, LL Deflection = U360 Single Span TL Deflection = 1-1240, LL Deflection = U480 Single Span Spacing in o.c. Spacing in o.c. 12 16 19.2 24 12 16 19.2 24 7.25"TDJ 18 16' 2" 14' 7" IT 4" 11' ill, 14' 8" 13' 4" 12' 7" 11, 8" 7.25"TDJ16 17' 4" 15' 9" 14' 10" 13' 9" 15' 9" 14' 4" 13' 6" 12' 6" 7.257DJ 14 18' 8" 16' 11" 15' 11" 14' 9" 16' 11" 15' 5" 14' 6" 13' 5" 8'TD'J1!B- .= .....T.B":: 15' 4" 14' .0" .12' 6" 15, 11" 14' 5" IT 7" 12' 6" .8 •TDJ1'6"'_ . 1.8' V10" 1.7.' '1" 16' 1" 14' '11" 17, T' 15' 6" 14' 7" 13' 7" VT.DJ.14 `:.. .'20' 2" 18' 4" .17' 3'. 16' 0" 18' 4" 16' 8" 15' 8" 14' 7" 9.25"TDJ18 19' 3" 16' 8" 15' 2" 13' 3" 17' 11" 16' 3" 15' 2" IT 3" 9.25"TDJ16 21' 2" 19' 3" 18' 1" 16' 10" 19' 3" 17' 6" 16' 5" 15' 3" 9.25"TDJ14 22' 9" 20' 8" 19' 5" 18' 0" 20' 8" 18' 9" 17' B" 16' 5" 1:1..25'T.D116 ' ':24"'1:1" 22' 7" '21' 3" :1'9' 9" 22' 7" 20' 6" 19' 4" 17' 11" '111"25'TDJ14- '26' 9" • . " 24' 4" '22' 10" .21" 3" 24' 4" 22' 1" .20' 9" 19' 3" 11.257DA21.: '.29-AD" 27' 1"' 25' 6" 23' 8" 27, 1" 24' 8" 23' 2" 21' 6" 10"TDW16 23' 1" 20' 11" 19, 9" 18' 4" 20' 11" 19, 0" 17' 11" 16' 7" 10"TDW14 24' 9" 22' 6" 21' 2" 19' 8" 22' 6" 20' 5" 19' 3" 17' 10" 10"TDW12 27' 8" 25' 2" 23' 8" 21' 11" 25' 2" 22' 10" 21' 6" 19, 11" 127;DW1:6,:•-2.28"0'.;, . .':24"-0,, :2:1' AT' 19' 7" 24' 4" 22' 1" 20' 10" 19' 4" £1:27DW14' ' <28:.10" -:26' ;2'.'::: '.24' T' 22' 10" .26' 2" '23' 9" 22' 4" 20, 9" a1:2"•T.DIN12 • -32' 2""•• 29' :3'•' .27' .6" 25' 6" 29' 3" 26' 7" 25' 0" 23' 2" 14'TDW14 32' 9" 29' 6" 26' 11" 24' 1" 29' 9" 27' 0" 25' 5" 23' 7" 14"TDW12 36' 7" 33' 3" 31' 4" 29' 1" 33' 3" 30' 3" 28' 5" 26' 5" *Please refer to span table notes on page 2.1 Floor Joist Span Tables (0" Minimum Knockout Offset) Joist Member 12 psf Dead Load and 40 psf Live Load TL Deflection = U240, LL Deflection = U350 Single Span TL Deflection = 1-1240, LL Deflection = 1-1480 Single Span Spacing n o.c. Spacing In o.c. 12 16 19.2 24 12 16 19.2 24 7.25'TDJ18 16' 2" 14' 4" 13' 1" 11' B" 14' 8" 13. 4" 12' 7" 11' 8., 7.25"TDJ 16 IT 4" 15' 9" 14' 10" 13' 9" 15, 9" 14' 4" 13' 6" 12' 6" 7.25"TDJ14 18. 8" 16' 11" 15' 11" 14' 9" 16' 11" 15, 5" 14' 6" 13' 5" ,87DJ1'8 ;. " 17'W, : ' d5' 0" IT B" 12' 3" .15, 1.1" 14' 5" 13. 7" 12' 3" -;�8',TDJ16 i;', . -:.18! 'AT . ; 1T :1" '16' V 14' 11" -17' 1" 15' 6" 14' 7" 13' 7" • 7..DJ-14'• ' '- 20'- 2"'-- 18, W. .17' 3" 1.6' 0" 18' 4" 16' 8" 15, 8" 14' 7" 9.25713J 18 18, 10" 16' 4" 14' 11" 12' 9" 17' 11" 16' 3" 14' 11" 12' 9" 9.257 DJ 16 21' 2" 19' 3" 18. 1 " 16' 1 T 19' 3" 17' 6" 16' 5" 15' 3" 9.25"TDJ14 22' 9" 20' 8" 19, 5" 18' 0" 20' 8" 18' 9" 17' 8" 16' 5" 1:1..25'TDJ1.6- .:24' 11"' :. ' :22' T'. . ' 21.' Z' .19' 9" .•22' 7" '20' 6" "19' 4" - 17' 11" 1'1.:25:TDJA4 : t ".26: 9;' = : ' . 24' •4" '22' 10" :21' 3" 24' 4" '22' '1" `20" 9" 19' 3" 1:1;25'TDJ.1.2.' .:..29";10" :,•27' A .25. 6" 23' '8" :27' 41': :24' 8" •23' '2" 21' 6" 10'TDW16 23' 1" 20' 11" 19. 9" 18' 4" 20' 11" 19. 0" 17' 11" 16' 7" 10'TDW14 24' 9" 22' 6" 21' 2" 19, 8" 22' 6" 20' 5" 19' 3" 17' 10" 10'TDW12 27' 8" 25' 2" 23' 8" 21' 11" 25' 2" 22' 10" 21' 6" 19, 11" -1:2"TDW1-6-1 -:�26' .9" = '23' 6" "21'.6" 1'9' 3" 24' 4" 22" 1" 20' 10" 19' 3" • '1:2"T.DW,1'4- —28-10" -`: .26' 2" 24' 7" 22' 10" 26' . 2" 23' -9" 22' -4" *Please refer to span table notes on page 2.1 // T H E S T R E N G T H T O S U P P O R T 20' 9" 23' 2" 23' 7" _ J U L 0 8 2004 Y O U " E) 2.2 Structural Properties of TradeReady® Rim Track SECTION DIMENSION FULLY EFFECTIVE GROSS SECTION PROPERTIES NET SECTION PROPERTIES CAPAgTY HOLE - 10--- A, in. L In. Area. bit Wstgm 1b91 IX. h1' ly. tn4 SX , hl° Sy. h1' X. In X0. In J. In' Cw, 0 Ro. In JS Area'. hrr W. In' Moos, Ol-Ibs. Mneg. "11. Va, Ins TO 7.25 x 18 7 3d 0.0451 0 193 1.612 5 550 0.196 0.868 0.092 0.350 -0.738 0.00033d 0.822 3.50D 1 060 0.312 3.260 8829 90d0 591 TO 7.25 x 16 7.36 0.0566 0.617 2.019 4A48 0.244 12115 0.115 0.349 -0.736 0200659 1.020 3.503 1.060 0.391 4.083 17414 17861 1173 TO 7.25x 14 7.39 0.0713 0.776 2.537 5.591 0.305 1.358 0.144 0.347 -0.732 0.001314 1,265 3.506 1.060 0490 5.131 26184 27334 2335 TO 7.25 x 12 7.45 0.1017 1.103 3.610 7.974 0 427 1.921 0.203 0.343 -0.722 0.003804 1.)55 3.517 1.058 0.697 7.316 46644 51102 5875 TO 8 x 18 009 0.0431 0 526 1.722 4.506 0.200 1.007 0.093 0.328 .0698 0.000337 1.028 3.824 1.048 0.346 4213 9754 9954 597 TD 8 x 16 8.11 00566 0.660 2.158 5.646 0 2d9 1 258 0.116 0.326 -0,695 0.000704 1.276 3.827 1.0,17 0433 1 5.280 19241 19671 1185 TO 8 x 14 8.14 0.0713 0.029 2.712 7.097 1 0.311 1.575 0.143 1 0.325 -0.691 0.D01405 1.058 3.831 1.047 0.54d 6.635 29049 30211 2362 TD 8 x 12 820 0.1017 1.180 3.859 10.117 0 436 2.229 0.205 0.321 -0 682 0.004067 2.194 3.8431 1.0d6 0.773 9.456 52239 56911 6588 TD 9 25 x I B 9.3d 00451 0,583 1 907 6 434 0.205 1 257 0,094 0.296 -0.640 0.000395 1.429 4 376 1 033 0 d02 6.141 11230 11423 58d TO 9.25 x 16 9.36 0.0566 0.730 2.389 8.060 0.256 1.571 0 118 0295 .0637 0.000700 1.772 4.380 1.033 0.504 7.692 22157 22578 1161 TO 9.25 x 14 9.39 1 00713 0.918 3.004 10 131 0.320 1.968 0.147 0293 -0.634 0.001556 2.113 4.717 1.028 0.633 9.666 33594 34805 2311 TO 9.25 x 12 9.45 0.1017 1 307 4.275 14 435 OA40 2.786 0207 0290 -0.625 0.004505 3.047 4.399 1.032 0.900 13.770 61D00 66079 6137 TO 10 x 16 10.11 0.0566 0.773 2.528 9.779 0.260 1.773 0.118 0279 -0 607 0.000825 2.113 4.717 1.027 0.433 8.632 24471 25145 788 7D 10 x 14 10.14 0.0713 0.972 3.179 12.291 0 324 2.221 0.148 0277 -0.631 0.001647 2.621 4.722 1.028 0.544 10.804 36997 38669 1567 TO 10 x 12 10.20 0.1017 1.383 4.525 17.510 0A5d 3 46 0.209 027d -0 595 O.ODd768 3 631 4.738 1.026 1 0.773 1 15A4d 66707 72999 d5d4 TD 11.25x 16 11.36 0.0566 1 0.044 2.760 1 13.132 0.265 2.133 0.119 0.265 -0.663 0.000901 2.753 5.286 1 1.020 1 0.504 11.986 27453 20117 1 Bit TD 11.25 x 14 11.39 0.0713 1 1.061 3A71 1 16.505 0.330 2.67d 0.149 0.25d -0 559 0.001798 3 415 5.292 1 1.020 1 0.633 15.060 41675 1 43395 1 1615 TO 11.25 x 12 11.45 0.1017 1 1.510 4.941 123.508 OA63 3.789 0.210 0251 -0 551 ODO5206 4.729 5.311 1 1.020 1 0.900 21.444 75860 1 82560 1 4689 TO 12x 16 1 12 1I 1 0.0566 1 M886 1 2.899 1 15457 1 0.267 1 2.364 1 0.120 10.243 1 -0.539 1 0.0009,16 1 3ABI 15.630 1 1.017 1 0.546 1 14.911 1 29181 29849 811 TO 12X 14 1 12.14 '0.0713 1 1.114 1 3.645 I 19A27 1 0.334 1 2.964 1 0.150 10242 1 •0 536 1 0.001888 1 3.946 15.637 1 1.017 1 0.686 1 17.982 1 44370 46135 1617 TO 12x 12 1 12.20 1 0 MIT 1 1.586 1 SA90 127.667 1 0A67 1 4.201 1 0.211 10.239 1 -0.528 1 0.005469 1 5.462 15657 1 1.016 1 0.976 1 25.603 1 81073 88046 4698 TD 14 x td 114.14 1 0,0713 1 1,157 1 4 112 128.7911 0.341 1 3 803 1 OA52 10.214 1 -0.482 1 0 002130 1 5.561 16.567 1 1.011 1 0 829 1 27.346 51330 53261 1574 TO 14x 12 1 14.201 0.1017 1 1.790 1 5.856 140.996 1 0478 1 5.392 1 0.214 0211 1 -0474 1 0.006171 1 7.693 16.590 1 1.011 1 1.180 1 38.936 94430 102214 ' 4577 Notes' Ix - Fully Effective Moment of Interta about X axis ly - Fully Effective Moment of Interla about Y axis Sx Fully Effective Section MoMMs about X axis (small flange) 0 yy - Fully Effective Section Modulus abort Y axis (flange side) X - Distance Between CenbVd and Web Centernne ;0 Xo Distance Between Cenbold and Shear Center --4 J _ St. Venant Torsional Constant Cw warping Constant Ix' - Fully Effective Moment of Inertia at Knockout about X axis Moos - Fully Braced Allowable Moment at Hole when Small Flange Is In Compression Mneg - Fully Braced Allowable Moment at Hole when Large Flange Is In Compression 0 Va Mowable Shear at Hole Fy - 33 ksi for 18 ga. and 50 ksi for 16, 1d. 12, and 10 ga. C C Tab depth = d 00 inches (Joist depth upto 9.25 Inches) 6 00 inches (Joist depth greater than 9 25 inches) O O N O O 0 L n --( 1.25 1.25 n I C A TAB A DEPTH 1 3 ' TT1 � r m 2.5 2.5 ONM SECTI011 Ku SELT ^; Y�\ 3nx S m Structural Properties of TradeReady® Joist: 7 '/" to 14" Web SECTION DIMENSION GROSS SECTION PROPERTIES 10 A. In. 8. In. l In. Area, In' yyeVt bm kin' ry, In' Sx, In' Sy, In' X In I Xo, In J. In' Cw. IM Ro, in p TDJ 7.25 x 1.75 x 18 7.25 1 75 0.0451 0.526 1.721 3.901 0.206 1.076 0 157 0.414 -1.155 0.000356 2.228 3.025 0.854 TDJ 7.25 x 1.75 x 16 7.25 1.75 0.0566 0.656 2.146 4.832 0.252 1.333 0.192 4.080 •1.146 D 000701 2.725 3.011 0 855 TDJ 7 25 x 1.75 x 14 7.25 1.75 0.0713 0 817 2.673 5.967 0.305 1 646 0.232 0.400 -1.136 0.001384 3.313 2.994 0.856 TDJ 7.25 x 1.75 x 12 7.25 1.75 0.1017 1.148 3.157 8.248 0.408 2.275 0 311 0.386 -1.068 0.003959 4.183 2.945 0 869 TDJ 8 x 1.75 x 18 800 1.75 00451 0.559 1.829 4.946 0.212 1.238 0.158 0 389 •1.102 0000378 2.766 1 3.230 1 0884 TDJ 8 if 1.75 x 16 900 1.75 0.0566 0 699 2.284 6.131 0.250 1.533 0.193 0.303 -1.093 0.000746 3.396 1 3.217 10.804 TDJ B x 175 x 14 800 1.75 00713 0.871 2.850 7.518 0 313 1.895 0 234 0.375 -1.082 0001474 4.120 3.199 0 886 TDJ 8 x 1.75 x 12 9.00 1.75 0.1017 1.225 4.007 10 491 0.419 2.623 0.313 0 362 •1.017 0.004222 5208 3153 0.896 TDJ 9 25 x 1 75 x 18 9.25 1.VO.0 0 616 2.015 7 042 0.219 1.523 0.160 0.353 -1.024 0.000417 3 819 3.504 0.918 TDJ 9.25 x 1.75 x 16 9.25 1. 0.769 2.516 8.738 0.268 1.889 0.195 0.348 -1.015 0000822 4.679 3.570 0.919 TOJ 9.25 x 1.75 x 14 925 1. 0.960 3 141 10 815 0.325 2.338 0.236 0.341 -1.005 0.001625 5.700 3,552 0 920 TDJ 9.25 x 1.75 x 12 9.25 1. 1.352 4.422 15.006 0.131 3 2/5 0.316 0.328 -0 943 0.00/660 7.215 3.509 0.928 TOJ 11.251 1.75 x 18 111.251 1.75 10.05661 0.882 1 2 886 114 1821 0.280 1 2.521 1 0.197 1 0 303 1 •0.91 / 100009431 7.263 4.151 0.952 2 TDJ 11.25 x 1.75 x 11 11.25 1.75 0 0713 1 102 3.605 17.584 0.339 3 126 0.239 0.297 -0 903 D.001666 8 960 /.132 0,9 TDJ 11 25 x 1.75 x 12 111.25 1 1.75 10.10171 1.555 1 5.087 124.467 1 0.451 1 4.350 1 0.319 1 0 285 -0.880 10 005359 111.865 14.099 10 954 TDW 10 x 2 x 16 10.00 2 00 0.0566 0 840 2.748 11.287 0.370 2.257 0.240 0.398 -1.153 O.000B9B1 7.599 3.901 0.913 TDW 10 x 2 x 14 10 00 2.00 0.0713 1.049 3.432 13.991 0.460 2.798 0 292 0.391 -1.142 10001776 9.286 3.883 0 91 TOW10x2x12 1000 200 O.1D17 1./79 1.8]8 19/59 0816 3.092 0.392 0378 -1.117 0005096 12.490 3.850 0916 TDW 12 x 2 x 16 12.00 2.00 0 0566 0 953 3.118 117.677 10 394 1 2.946 0.243 0.351 1 -1.047 0.001019 111.481 1.178 0 91S TDW12x2x1/ 12.00 2.00 0.0713 1.192 3898 121.9431 0.479 1 3.657 0296 0.344 1 •1035 0002017 114.031 1./60 0946 TDW 12 x 2 x 12 12.00 2 00 0.1017 1 682 5.503 130.5951 0.642 1 5 099 1 0.397 1 0.332 1 -1.012 10.005797 1 18 913 1 /./27 0.918 NET SECTION PROPERTIES CAPACfTY Area', In' W. In' MS.- In-IbS Maw., In-IbS Vag. IbS Va, Ibs 0 372 3.797 21474 23216 651 1087 0./61 4.689 40295 43848 1266 2177 0 570 5784 49745 55350 1909 4393 0.787 7.954 0.406 1 4.843 23587 26676 722 982 0503 1 5997 44013 1 50418 1432 1965 0.623 7.396 57468 63103 2206 3953 0.863 10.197 0 372 6 514 27867 27867 651 046 0 461 8 050 53095 53208 1266 1691 0 570 9.937 65568 78627 1909 3397 0.787 13.689 0.574 13.489 1 63598 63598 1383 1393 0712 16707 01162 89141 2679 277/ 0991 23.14/ 121635 152082 5541 8130 0 531 10.597 54175 54175 1 1458 1 1561 0659 13.114 77238 91107 1 2246 1 3133 0914 18.138 111949 133745 4448 9195 0.545 15.028 1 57817 64322 1 1323 132' 0 677 18608 1 82699 97798 1 2580 2653 0940 1 25.762 1 121854 175231 1 4811 7773 TOW 14 x 2 x 14 114.00 1 2.00 10.0713 1 1.33/ 1 4 365 132.272 10.494 1 4.611 1 0.298 1 0.308 1 •0.949 10 002258 19.911 15.046 0.965 1 0.944 31.405 87404 112335 2281 228/ TDW 11 x 2 x 12 11.00 2 00 0.1017 1 805 6.168 45.097 0.662 6.442 0.400 0 298 -0.926 0.008498 26 877 5.013 10.966 1 1 1 321 1 43.772 1 130051 221389 1 5028 1 6628 to bf M Sx Sy x Xo J C. be ma- ma.. tom. vas C Fy r- Knockord/Fble Depth O co 7V O O Fuel Enocvn klorrtant of atoda abet x was Fu91 E6ectrve Momert of kitena about Yens Faly Ellectrva Section Modtkn about x axi5 Foly E6octree Section Modulus abort Yens Distance behaeen cerxrad and web centerline Distance Between Cenboid and Shear Cam St, Variant Torsional Constant Warpinp Co,Waht Moment of inertia at Knockout about X mos Fully Brocod AUMN=M Moment of Knockout Fogy Braced Atlm-mble Moment of Full Section A Ildnebfe Shear at Knockout AaaA•ablo Show to Full Soctlon 311,51 for 18 9e and 50 kv la 16. 14. 12. b 10 ga - 4 25 incne5 Odst depth -0 8 OBI 6 25 aches (just dopth godtor than 6 inch, oxcludinlg 12 It 14 inch) 9 inch found opening (cast depth a 12 inch). 10 Inch found open CROSS SECTION nq Ua sl depth v 14 inch) 0.6875 KNOCKOUT A - - - DEPTH 0.625 0.625 B • NET SECTION - N m m r 0 C 0 m 41� I Job Location: WA I Joist ID:TradeReady® Joist JI Job ID: WA 1page I of I JOIST DESIGN REPORT TradeReady®R Joist A 12.00in TDW 14ga 50ksi ® 24.00" o.c Dietrich Infinity v5.19b [A] [B] [ct 22-0-0 22-0-0 44-0-0 THE JOIST HAS FAILED ONE OR MORE OF THE SET DESIGN CRITERIA FOR THE LISTED LOADS (3a—Low T ype loll Lelglh i ypical Spaorig Member lmwdory Joist weight Oly (Jdsl) 1 ot Pees &acing Knodmuls TladeReady@Joisl 43-11•8 2-0-0 master 172 (@) I 1 I Top Flange Cat and Bracing Unknown Members Additional Loads Member interactions J Load Tvoe SLh! End w St;911 End D SW L= End 4sr- t kw r" A17ffft- On-b 9% Loco 1200ln TDW 14ga 5da1 O 24.00' oc Lit= Potrrl 3520 �520 374.0 374.0 041-0 0-0-0 Mrmerrt(Sald) 74506 97M 0 762 2200 RtnTn� JAI 12 00' TO I6ga 50a1 O 0-0-0 pa Linea PcK .352.0 -3520 •374 0 -374.0 44-pO 444Y0 MorneltKrrodc) 72050 Morrerd Sty. 74506 e2143 94371 OOn 22.1-12 0.790 224}0 IC) 12.00• ID 1692 50ks1 O 44.0 0 pit J �1�► �� wehstrafes LiGw� 00 00 -e1.O a1.0 aoa 0-" 14221 0635 22� II 1' TSB 14rp 33kd 0 224}0 Lkrc� ` Shear(Knock) 1405 2595 0542 21-10-4 0.0 00 •a1.0 -e1.0 44-00 44-00 SLwadMarerd mat A 92 Br� 25'7DSe terser 331d Tv(Sold Sock Sir ere. Worst Case Support Reactions Worst i(Sold) 0 993 shea,Marerd(Knak.) 1.063 1000 1.000 0 9a3 22.0 0 1.063 22-1-12 Openings „ WMlh(hi) Crpvity Load IN l Deflection Allowablelocaem JAI 3.50 2576(DL+LL1) •109"A Total Load 501 240 0479 9-10-12 She: (h = 9 00' a w =ear) Locaeo¢ UnkrmnJO a brodmul omas over a SWIXXl a palm P1 350 2641 (DL+LLI AM 0 (C) 3.50 2576 (DL+U2) • 109 Jai) Live Load 590 MmM m Total De adlon 0 52 In. 36D 0.610 9.10-12 9-10-12 load. 0umlbeie*edt Designer Notes: MzdamLive De0adm 0.44h 9.10.12 FWW Web AcWW(b1 Mowattlit(lb 0 Loceflm Nona INC 0 040 2576 WC 0 2240 2541 2922 2414 0 913 040 I.I n (ws regd) 2200 Drawing Notes: WC 0 44-0-0 2576 2022 0.913 44.0-0 ON. 1:1 he engineefs seal on Ns design drrnkry opples art+r to he depicted Individual 1*1 Web Mmerd AcW Allowatil 99 � carporents b he loads as provkled by On aatma and a shmm on thb draNkq Ths seal WOU 0 22-0-0 2174 1 500 1 A50 (vrs read) 2247 0 chat notbe re0ed= In my other wry. Web Stiffener Acmd lb l Koff" Ibl 0 Local Messages WS 0 22k0 2541.D42 5707 000 0.491 22-0.0 ELIO ERROR 04FOFUAATION - Menber I Check bran S •� � web OWkryMorrerd Wed Load Cornbn20an DL+LL1 1 45 � Shear Moretrl Al Hole fa9ed Load Cornbhnakon DL+LLI Jz I.OB W % yJ F� / � �✓ <— She dd not pass a0 checks. W E13 F tO � 4 E?J T— Normal Loads Designed ST. ILIA Live: Dead: 40pst 12 psi Reviewed Dr. IslSnhnillat WA IUA • I V Concentrated 06 Revision1: IUA \i0( 8`1�> i' (.S�I�II = I Di < I. q6A aL w� WG3 Donedlon: Re : ReWonDate: ILIA IUA JULS n4T low: rz4o Tiv f3EA41 tX,, , Live. U360 Fde nanre: DADletrich JobsWlaylCurrbedand (FL) dpr Date: May 12. 2003 Thee: 11:00 P.— 1 nr 1 Job Location: N/A Joist ID:TradeReady® Girder (35 Job ID: N/A Page 1 of JOIST DESIGN REPORT TradeReadyU Girder G5: 12.00in TDW 14ga 50ksi @ -1.00" o.c Dietrich Infinity v5.19b E), [A] IBJ [C] 22-0-0 _ 22-0 -- 44-0-0 — THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Type I As[ Lero I Typical Spadrq Member Inventory Jdsl Weight Oly (Jolsl) 1 al P9es BrachV Knodcotds T iadeReadyT Joist 43-11.8 41-0 master 172 (lb) —] 1 1 Top Flange Cont. and Brarsrp l &Uw, Members Additional Loads Member Interactions Joist 1200In IDW 14ga 5Ud 0 -I.00' o c Load T Start EridlLrt Start Dead E dr d Stan Lm FOSS Line, pit -800 -80 0 -24.0 .240 0.0-0 4440 Mil Momenl(SoYd) Pcgral fnbl 62714 Elkttrath rkrbl 9TI98 061 in b PcK b 0.0 0.0 -162 0 -162 0 000 0-0-0 Mmmd(KnocL) 60861 C1143 0 741 220�0 22.1.12 (A) 12 00' 10 16ga 5aksl 0 0-0.0 Point lb -701.0 -704 0 .748 0 .74a 0 0 0-0 0-0-0 Mmred Stab. 62714 $4681 0.741 2240 (C) 12W I D 16ga 5fAN 0 44.OD Point, b 447.0 447.0 25.0 28.0 300o 3000 PdnL b 0.0 0.0 -87 0 -07.0 44.0-0 4440 2mll Pchd lbl AAow&a lbl921 Web Sggener POK b -378 0 -378 0 401.0 4010 "-0-o 44.00 �ar(w 1376 2238 0615 22E 00 II 4.1SB 14ga 33W 0 22.00 Worst Case Support Reactions Shear(1(nck) 1360 25% 0 524 21.104 07 40 25' IDSB 18ga 331d d Smd Ok)ck FrT o c UM w_ � MI Gravity Load Ibl Load 6 a�1 0 789 1� 0789 2240 Openings W 350 2578(DL+LL1)-67(L1.2) 350 ShearM--qK,-k) 0114 1000 0814 21.10-4 �� IBl 2449(DL+LLI+LL2) 0 (c) 350 1700 (DL+L12) •109 (w) Total pLoad A" 4977 24400ell wable M 04 0493 gI —� sue:(h =ao0'iw=ear) Designer Notes: Uve Load 590 38D 0610 9-10-12 Locabw U Imom(g a knodcard amps over a sLpparl ar paid Ma:dnam Total DeBecdon 0 53 in. 9.10-12 bad, flawi be iepabed) Mm*mffn Live Delacrrm 0 44 in. 9-10-12 Field DiawingNotes: WebCrboha A<alal(111l Ab"w1J 92 Locegm None ON- I: the engineer's seal an Cds design aawkq apples arty b Cie depic ed kdvld W �I INC 0 000 WC 0 2240 2578 2M9 2822 2414 0 914 1015Ives regd) 000 2200 carponenb kx be loads as provided by its aabrner and as drown on Cds d awbC. The seal WC 0 44.0-0 1700 282E 0 6M 44-0 0 slid nor be raged rpm In any obey way Messages wCUM o 22�•ao 1.559 150DC 1122T9 (ws tuo) 22�•000 Nona Web Stiffen a kWA fib 1 Nwrawa 11)1 04 LOCO VVS 0 2240 2448 837 5787.ppp 0423 2240 Noirml Lads Designed By: NIA Live Opsr ReviewedW.. ILIA Dead- 0psi IslSrbuillat ILIA I Coreenhand 0 b RevWm 1: WA I Ra3%ed By: NIA 1 U l 0 8 2004 f Deflection: loud U240 Revision Data: NIA Live: Ud60 Rra— nlrnptrirh.lnheli„ravlrrrrrharinnd IFI I rtnr Date: May 12. 20D3 Thne: IH9 Page 1 of 1 Job Location: WA I Joist ID:TradeReady® Girder G4 JOIST DESIGN REPORTj� radeRead s Girder G4: 12.00in TDW 16ga 50ksi @ 1.00" o. DN-1 JAI THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS I ype Joist Length Typical : 1 1 1 : Member Inventory Joist Weight liadeRea*Jcist 3.64 -0-1-0 master I1(lb) Members Joist I zoom IDw 16ga 501ai 0 - I.eQ o c Rim Track (AI 12 U I D I6ga 50 sl 0 000 (B) 12 OT I D 1692 50a10 3-612 lid 2.5'TDS13 1 ega 33ks1 wl Solid Block Nom o c. Openings Kr�krnn She: (h = 0 01r x w = 0.07) LocaUkn Unbmwn(U a krockmd awe we a suppert or point load 0 mat be repaired) Field Cut None Load T StarLJvs Ind Lke Stan Dead FWD Stad Loc. End lcy- Line.pll 60 60 -5e0 -5e0 000 3-6.12 Worst Case Support Reactions SIV101 YAM (in DravAv Load L61 UPIR Load L61 (AI 350 a5(DL+LLI) -10(LLI) (BI 350 95(DL+LL1) Ao(LLI) Designer Notes: Drawing Notes: ON- 1: The engineers seat on hb design diawky appees only b he depleted kkdrvkiml jobt conquanb kv he Inds a provided by he cusmraa and as down on this dawlrq The seat shag not be Felled kqm In any oher wr. Messages None Job ID: WA lBl 12 12 Oty, (Joist) ! of Plies I B1ao51g 1 1 — I} Tap Flange Cont. and Page 10l 1 Infinity v5.19b Icrbl Ih61 0 Loca 64�h 0013 1.9-6 Mon-0-CIL) e34 57531 0015 1-9-6 Man- Stab. e34 64322 0013 1.9-6 219 Ackialf61CsI l61 Shea(Satid) e5 1116 p60-76 a010 Shea(Knork) 7e 1294 0060 0.1.12 She aiMornent strcarNlpnent(Smd) Actuill06 00 1 00ODS 0a 00 ShemMmxnl(Knodc) 0.004 1.000 00D4 0.1.12 TOWDe * MIR!4� 24 AllawaWs o Ice Live Load 1324651 360 0 om 1-9 6 Mailman T oted Deflection 0 00In. 1.9 e Mardmrm Live Deflection 0 m in. 1.9-8 web CrF,olkna 92 wC 0 000 e55 �� OO M7 WC03812 85 2295 0037 3.6-12 weber A location Web water, Add (bl Aliornft- (b l �B Nomol Loads Designed By. - WA 0 0psi RevlewedW NIA Dead: Opsl Isl S&Aftat IIA Concenatted 0b Revlskx 1: WA Revised By: WA Deflection: Revblon Date: WA Total 6240 Live. V" He name: 1, y up, Dale: May 12, 2003 Tom: 10:56 Page I of 1 Job Location: WA Joist ID:TradeReady® Girder G2 Job ID: WA Page 1 of 1 JOIST DESIGN REPORT TradeRead®R Girder G2: 12.00in TDW Aga 50ksi @ -1.00" o.c Dietrich Infinity v5.19b DN-1 Boom [AI tgi 22-0-0 22-0-0 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Type Joist Lenp Typical Spadrg Menbe Irwedory Joist Weight ay wise) 11allfies Bradng Kr1orlmtfi Tradeneady8lJoisl 21-11.8 41-0 master BB(Ib) 1 1 Top Flange Call mid Blarug I Ihdarnm Members Additional Loads Member Interactions LOW load Tym StJ Lk End Liv sarL End 0Start End 185 tcd Yl Akwft firbl 12Win TDW l4ga 50m 0.1 00' o c Line, PO -800 -1100 .24 0 -24 0 040 22.00 M-11sclid) 54415 9r79a 005556 9.10.12 Rtrn l radt Potrrl b 00 0.0 -87 0 -07 0 00-0 040 Marnent(KrorM sale 62143 092 9 10.12 JAI 12 OO' 1D 16ga 5OW 0 0a0 Point b -378 0 .3780 401.0 401.0 000 000 PdnL b -222.0 2220 -03.0 -83.0 17-6-0 17.6-0 Maned Slab. 5408 97798 0 556 9-10,12 Ial 120Q TD I6ga 5Ual 0 22.00 Paint b 1015.0 1015.0 73.0 73.0 17-7-0 17-7-0 Eh AcMI lbl Mow+de lbl �I two Bl� %war(solld) 1137 2238 0500 17-7.0 2.5'1DSB 18ga 331al sd Solid Bladr 90` o.c. Worst Case Support Reactions Shan(Knock) 1131 2595 0.138 17.7.0 Openings &PPM WIMft DnviNLoad (b) UgAllLoad (b) she d A ! CS11 Loco IN 350 IMS(DL4LI) 0 R-Manenl(SaG1) 0310 1000 0310 9.1012 o(n dcag Iai 3.50 /99(DL+LLI) 0 ShewMM-gN1odL) 0439 1000 0439 9.10,12 Me: Designer Notes: Delectbn ActualM !� LocopJ ion:UnU'xw=ear) Lourown(8 a Lrod out man wa a s1 ppad a paint Location: Urd Total Load 471 240 0 507 910-12 load,11restberepaked) Live Load 717 360 0.502 9-1012 I� DrawingNOles: m Mo m ToW Defection 055In. 9.1D-12 Nee MadmmDeflection 036In. 9-10-I2 ON- 1: 1 he engineers seal on bh design AawbV applies aty m Im depleted lndvldual W Web Crlooio carpmenh la Ire loads as provided by pre aaLon— and n down an MIS hewing. The seal wC 0 000 1� �� 00 651 0 del not be pled Won in any ode vay WC 0 17.6-0 305 2414 0126 17.6-0 Messages WC 0 2200 499 28V 0177 22.0.0 None Web Mmer,L Ache 02 L� WCIM 0 17.6.0 0309 1500 0206 Web Stiffener ktrrd Ibl Abmft Ibl GMS ipaJr _ Named Loads Live 0 psi Designed By: Reviewed By- ILIA IUA Dead 0 psi 1st SLbA t N/A Concentrated Ob Revhiml: NIA Doneetlon: Rwised By: Revklm Date: IVA IUA U l 0 8 2004 Tolat L240 Live. U360 r. i..r..re.r..,ar•.....w..a....w rcr r w... _..,........._..._._..____-.._,._--- __.._.._ Dale: May 12,2003 T1me:10,56 Page I o1 1 Job Localion: WA I Joist ID•TradeReady® Girder G1 Job ID: WA JOIST DESIGN REPORT TradeReadyG Girder G1: 12.00in 1 DW 14ya 501csi @ 24.00" o,c Page 1011 Dietrich Infinity v5.19b -1°r*3{il'�;,i'�ti?''ti .y.�_,. _},4: - 'trT�,R,„ - _ - - .;•r-r- n� I.2711' nyG7:- •7 �- =% •r a. Yl": _: i-�, y - :�:Lr_`-, �'-•::.- '`r='Ir,,.; -- .^i -. ,_,- ='-T,••-:'T-:-_-',i-+'r„�,`."s' _ s, i]'rir - ..hii= .ii`� �. ,.^k: f., 3 �+-. .l:'. =iii r• r,� - .r ,.;; fw „r, x.. _::t .. _=`7 4 : 1"- - - Lrt �= _:'ice_ -- ..4-.r.51...f•�a •�S_'J,.-j1:�: - - r.r•?'r-;'i,--4':i� _,.'f;_ . . r. ,.-r.. ..'Fa :.{'L•`'-ti T= ��'� I•t l:i li�^' !7_s'a �: :':3 - ��. - �ri.: t, • - �rJ�y.ass'�e+i::lit2,rox`i:.iL-_.!L•la�: .y1,ty`-_�. 0-0 -T� 22-0-- -44-0-0 THE JOIST HAS FAILED ONE OR MORE OF THE SET DESIGN CRITERIA FOR THE LISTED LOADS (5EE 6EL ) i YPe Joist Length Typical Sparing Member Inventory Joist Weight oty (Joist) I of Plies &acing Wlodcouts IiadeReady®Joist 43.11-8 2-0-0 master 172(Ib) 1 1 Top Flange Curt and Macing lhdolonm Members Additional Loads Member Interactions I? Win TDW 14g25OW 0 24 0(r o c n Irad IAI 1200' ID 16ga 50ksi 0 440 ICI 12 OD' 10 I6ga 501a10 44-M Web sunenes II 4.1 SB 14ga 33kd 0 22 DD 1koam 25.1 DSB I aga 33ksi rd SoUd Mock air o c Openings KnockM Size: (h = 0.00• s N = 8 0(') Location- Lhdmown(II a knaOW orris over a sl"m or point bad. 8rnsiberepaked) RF Id Gin Lime 2004 Load lvoe SIer1 Live End live Start Dead End Stan Laa rend tzr. Pohd,b -200 -200 -22.0 -220 040 040 PoIni b 0.0 00 -81.0 -810 0-00 0-00 F4hrLb .200 -200 -22.0 -220 44.40 44.00 Point 0.0 00 -810 -81.0 44-" 4440 Worst Case Support Reactions &VIXd YAd_fin 1 Gravity Lmd (b 1.011 Load Ib P4 3,50 1085(DULLt) .109w) (BI 350 2541(OL+LLIrLL2) 0 ICI 350 1095 (DLrLL2) .109 (LLI) Designer Notes: Drawing Notes: ON -I: The ehgnee(s sed an This design dmdng 1lppOn aty b fro depleted k dvh W 1061 carponents for the beds as piwlded by the ambne and as shmm on hb dnwkq The seal shall nd be relied Won in any ate Nay. Messages Errors ERROR INFORMATION - Merbe I Check Enors WebCrII3*V`Ammd tded Load Combhadon L7L.LLI ,I45 Shea Man nl AI Nde Wed Load Carbkathn DL+111 1.06 She dd rd pm d checks. 'V44a�� i'��t-ICNT M-1 kW fin -lb man Mgso9a) 745 Mornerl(Knxk) 72050 Mme4 Slab. 745M a 21 , Shear(Sond) 1421 Mm(wmdL) 1405 shear7MommtAcw Sherm Mom4SoM 0983 ShearMomafl(Ijw&) 1063 DOW Actual Live Load 590 Maxinasn Total De9ecton 0 52 h Ma drown Live DeBcli n 0.44 h Web Cdwhw Actuallbl WC 0 010-0 1085 WC 0 2240 2841 WC 0 44-0-0 1095 Webh 21hal i4 Web S68ela kbal (bl WS 0 22-0-0 2841.042 G A'11 ✓✓w �'qEt3 ST-1Fr'-E7'- =72 AT IrU1EIJ-1 ,00JE' G c-Yt 72I nJ ET Ak wMe(hIb 0 Low 97798 0762 22-GO 82143 0877 22.1.12 94371 0.790 22.0-0 A1170" (bl 0 Locaeon 2238 0635 22.40 2595 0 542 21.10-4 Paw&9 0 I 1.000 0.9Gi 22.40 1.000 1.063 22.1.12 Agnible 0 Lam 240 0479 9.10.12 360 0610 9•10.12 9.10.12 9-10-12 AllowaM1(bl 92 Local 2822 0384 040 2414 1177(w9regd) 22.40 2W 0334 44.40 9 0 tOM 1 500 1 450 (ors read) 22-GO AbWe 1b1 0 I= 5787.ODD 0491 2240 45!ZZ C xae L&C- Ld W J Norrml Loads D � gr Live: 40 psi Revlened Dr. Deal 12psi IslSrbn t Concentrated 0 b Revision 1: Revised By: DenacOon: Revision Date: Totat L1240 Live, L/360 tcl ILIA WA NIA ILIA WA File name: D'.0einch JobsWlay\Clrmbedand (FL).dpl 12, 2003 Time: 10:52 Page 1 of I JOIST DESIGN REPORT Job Location: N/A Joist ID:TiadeReady® Joist J3 TradeReal Joist A 12.00in TDW 14ga 50ksi @ 16.00" o.c E-1 Job ID: N/A Page 1011 • Dietrich Ill v5.19b ill [B] [C) [A] 4-2-4 --- 22-0- 26-2-4 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Jdsl Ill"A�Udnlonal�L�oads' Member Inventory Joist WeryM Qty (Jdsq 1 d Plies &acing Wlockords I ype 102 (lb) 1 1 Top Flange Cori ertd &acing llydamoem IradeReady6lJdst 26-1-12master Member Interecllons Members St3ril a lam+ 114 SWD End iitl EndL= ACNA 121 9719 031 22IMinIDW1/ga50W016IV0C 22-1.12 .240.0 •2400 -90.0 •90.0 28-2a 262.1 Mo�ngKrerJ<) /1639 52143 0507 22-1-3 FillPir 12 00.1 D 1 i 50W 0 000 linear Pahl 352.0 -352.0 37/.0 37/.0 0-0-0 0-0-0 Momd Stab. �ISOad) /21a1 b � f 1 97799 b �J 0431 Ill lcl12 00' 1 D 16ga 501a10 26-2.1 D0 �t o0 00 -01.0 -0t.o Doo a0o Stear�� 10� � 00 451 0388 22-1.3 22.1.12 lka*qva • 25'10Sa I aqa 33161 wl Solid ®odc QO' a.e ) r 1007 ACW Lawton Worst Case Support Reactions Shea,Mmengsmd► o tow0390 22.1-3 Openings Sum wiidPrfnl rAff0it-oadlhl DilLoad lbl ShearMlonffQWdL) 0.407 1.000 0.407 22.1.12 350 1674(DLrLL1) .1PA �� M 02 size. (h�--a00'ew=all IRe) 350 1928(DL+LL1+L2) 0 Q� T 0253 9-11.5 d ws ova a srypat a Poll Lncaam Unlarowrr(II a irrod ao rWe +llt ID) 350 121(LL7132) (DL ) Load 1232 36p 029292 9.11.5 load'amrslberepaked) Designer Notes: MadmIoWDeflecam m Ill 9-9- Fi GW Ill Live Ddel 021 In, None Drawing Notes: web W am we 0 0-0-0 pcaralit) l 1674 Al 2e22 at 0593 LOCHa 0.00 ?2.1-3 DrI-1: the engneds seal on W design drawing al orgy m Ore deplded idyidual joi,l WC 0 22.1.3 WC 0 26-24 192a u0 2414 2a22 0799 0.156 24 262a conponenb la he bads as provided by be customs and 0 shorrn on Ods drawir¢ The seal O L= shwa riot be rehd upon In erry oaar way. well m^�1 Wil022.1-3 kWW 13M 1.500 0927 22-1.3 Messages Web SM kW rbl /dne-hie 1b1 ram! Ill None Nomnl Loads Designed aY WA Live: 40pst ReylewedaY IVA IVA Dead: 12 psl 1 sl Sldr/0ak WA ConceRbaled: 0b ReyMon1: WA �% L 'OO4 DenecOun: Ill lsed ey: R tionDate: WA 8 Total. 1/110 Live. UW Dale: May 12, 2003 lime: 11:03 File name: Dmelrich JobsVAaylCumbedand (FL) dpr Page 1 d 1 1i National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 ��' INTERNATIONAL Phone:703/931-2187 Fax:703/931-6505 CODECOUNCIL ,.�dL website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(@nisuscorp.com www.nisuscorp.com 1 1.0 SUBJECT BORA-CARE@ Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt (DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active 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 permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's 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 shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordancewith local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or slain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 1 of 2 Page 2 of 2 Report No. NER-617 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Inslecticide and Fungicide covered by this report shall be labeled with the manufacturer's nameland or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA-CARE is water soluble and shall be protected as Subterranean Termite, Ft. Lauderdale Research & noted in Section 4.3 above. Education Center, WAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation 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. 6.6 Test report, January 2001 Progress Report, 110 months exposure, field evaluation 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 and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CARE® Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTm, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: WINA43B 6CL02 ADDRESS: 311 FAIRFIELD DRIVE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL l . 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 (W) 3004 112 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 312.0 ft2 0.0 ft2 _ b. Default tint 0.0 112 0.0 ft2 _ c. Labeled U or SHGC 0.0 112 0.0 ft2 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) It _ b. Raised Wood, Adjacent ft2 _ c. N/A 9. Wall types _ a. Concrete, Int Insul, Exterior R=4.1, 869.0 f12 _ b. Frame, Wood, Exterior R=11.0, 1194.0 ft2 _ c. Frame, Wood, Adjacent R=11.0, 278.0 ft2 _ d. N/A e. N/A 10. Ceiling types _ a. Under Attic R=19.0, 1663.0 ft2 _ b. N/A c. N/A 11. Ducts _ a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft _ b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 R Builder: KQL,r0e\GL0. Permitting Office: Ck,LLt -b 5 �� Permit Number: O4 -d I YJ Jurisdiction Number:69 I S0 c) 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 34208 PASS Total base points: 39935 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this building, as designed, is in compliance with the FI da Energy C e. OWNER/AGENT: DATE: Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: r Cap: 34.0IcBtu/hr _ SEER:12.00 _ Cap: 28.8 kBtu/hr _ SEER: 12.00 Cap: 35.4 IcBtu/hr _ HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 Cap: 66.0 gallons _ EF: 0.88 PT, _ -(1AB ST,��O.e fill a° E G -IM V .. M onoo .,13 13n% nervy auv % ers. , "..., ....,..,.,, FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 3004.0 25.78 13939.8 Single, Clear E 1.0 13.0 10.0 63.97 1.00 636.8 Single, Clear E 1.0 16.0 40.0 63.97 1.00 2550.0 Single, Clear E 1.0 15.0 30.0 63.97 1.00 1911.4 Single, Clear W 1.0 15.0 30.0 57.68 1.00 1723.8 Single, Clear W 2.0 14.0 10.0 57.68 0.98 567.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear E 1.0 6.0 32.0 63.97 0.97 1983.2 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear N 1.0 6.0 16.0 30.19 0.97 470.7 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1675.9 Single, Clear W 2.0 7.0 36.0 57.68 0.89 1840.7 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 As -Built Total: 312.0 17750.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 869.0 1.18 1025.4 Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6 Frame, Wood, Adjacent 11.0 278.0 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3488.6 DOOR TYPES Area X BSPM = Points Type Areai X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1663.0 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 167.0(p) -31.8 -5310.6 Slab -On -Grade Edge Insulation 0.0 167.0(p -31.90 -5327.3 Raised 378.0 -3.43 -1296.5 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: -6607.1 1 As-Bullt Total: 545.0 -4646.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 3004.0 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Points: 58101.2 Summer As -Built Points: 64408.1 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) 64408.1 0.541 (1.079 x 1.150 x 0.85) 0.284 0.950 9987.2 64408.1 1 0.459 (1.079 x 1.150 x 0.85) 0.284 0.950 8459.7 58101.2 0.4266 24786.0 64408.1 1.00 1.061 0.284 0.950 18446.9 EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 3004.0 5.86 3168.6 Single, Clear E 1.0 13.0 10.0 12.37 1.00 124.1 Single, Clear E 1.0 16.0 40.0 12.37 1.00 496.0 Single, Clear E 1.0 15.0 30.0 12.37 1.00 372.1 Single, Clear W 1.0 15.0 30.0 13.25 1.00 397.3 Single, Clear W 2.0 14.0 10.0 13.25 1.00 132.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear E 1.0 6.0 32.0 12.37 1.01 399.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.5 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear W 2.0 7.0 36.0 13.25 1.02 484.4 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 As -Built Total: 312.0 4002.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 869.0 3.31 2872.0 Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5760.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = ^Points Under Attic 1663.0 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 167.0(p) -1.9 -317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 -0.20 -75.6 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: -392.9 1 As -Built Total: 545.0 1097.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:.. , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 3004.0 -0.28 -841.1 3004.0 -0.28 -841.1 Winter Base Points: 7799.3 Winter As -Built Points: 11674.5 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) 11674.5 0.551 (1.068 x 1.160 x 0.87) 0.461 0.950 3054.0 11674.5 0.449 (1.068 x 1.160 x 0.87) 0.455 0.950 2451.5 7799.3 0.6274 4893.3 11674.5 1.00 1.083 0.458 0.950 5505.3 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 66.0 0.88 4 1.00 2564.00 1.00 10256.0 As -Built Total: 10256.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 24786 4893 10256 39935 1 18447 5505 10256 34208 PASS EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®IFlaRES'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 areas .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 efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and Installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. Insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge"" DCA Form 60OA-2001 EnergyGauge@)/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.1 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (112) 3004 ft2 7. Glass area & type Single Pane Double Pane _ a. Clear - single pane 312.0 112 0.0 fl2 - b. Clear - double pane 0.0 fl2 0.0 fl2 - c. Tint/other SHGC - single pane 0.0 ft2 0.0 ft2 _ d. Tint/other SHGC - double pane 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) fit _ b. Raised Wood, Adjacent R=11.0, 378.0ft2 _ c. N/A 9. Wall types - a. Concrete, Int Insul, Exterior R=4.1, 869.0 ft2 _ b. Frame, Wood, Exterior R=11.0, 1194.0 ft2 _ c. Frame, Wood, Adjacent R=11.0, 278.0 fl2 - d. N/A _ e. N/A 10. Ceiling types - a. Under Attic R=19.0, 1663.0 fl2 - b. N/A _ c. N/A 11. Ducts - a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft _ b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar 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) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: JUL - % 2004 Address of New Home: - City/FL Zip: Cap: 34.0 kBtu/hr SEER:12.00 _ Cap: 28.8 kBtu/hr SEER: 12.00 Cap: 35.4 kBtu/hr HSPF:7.40 _ Cap: 28.8 kBtu/hr - HSPF:7.50 _ Cap: 66.0 gallons - EF: 0.88 _ PT' - OQ'iliB ST�� o f�COD WIE *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 certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affai,5rArgyUr*WaWprsion: FLRCPB v3.30) L�aronda Homes AN EAS/LY OBSERVABLE BETTER VALUE! 955 KF_LLER 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 6, 311 FAIRFIELD DRIVE at CELERY LAKES PHASE 2. 1� RUSSELL KEI Jd-S' MMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 7TH day of JULY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC .......` ��!j UME pE�LEGRINO V.,W.. CommA DD02328N f........... ................ CITY OF SANFORD PERMIT APPLICATION Permit #: 0 y - �,,fi e Date: JUL 1 9 2004 Job Address7aff: Mr V� IJ Description of Work: SINGLE FAMILY RESIDENCE I 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 4 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: J2# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel q: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: WILLIAM T. SELF 4005 MARONDA WAY SANFORD. FL State License Number: CFC057039 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Arch itect/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. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing informaion is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. N TI : 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 req irementsof Florida Lien Law, FS 713. JUL 1 9 2004 JUL 19 2004 ��&- Signaiu of O r/Agent Date Si ature of Contractor/Agen Date Russell Keith Summers Print Owner/Agent's Name - JUL f 9 Signature of Notary -Star f Florida Date a ............. ........... FtINO .......4 LAU PELLEG o, comma oDO232804 Exp,res 7118r2007 ' ? ® Bonded thru (aW)432 4254' t'•,n qp... = FtoAde Notary Awn• • .. Owne 14crit is _X_�Personally Known to Me or _ Produced 1D APPLICATION APPROVED BY: Bldg FCJ 2-1-r Zonin (Initial & Date) Special Conditions: WILLIAM T. SELF Print Contractor/Agent's Name 2004 - JUL 19 2004 Signature of Notary -State of FI a Date ....................... LAURIE PELLEGRINO commA OD0232804 `l'• Expires 7/16/2007 Bonded Crru (B00)432-4254: '• C4r•;•' F"KjallotaryAssn.�Inc.j Conuadth'/A'g iif iF— — Personally Known to Me or Produced ID Utilities: I FD: (Initial & Date) (1 tial & Date) (Initial & Date) Permit #:- Job Address: CITY OF SANFORD PERMIT APPLICATIQ L — 8 2004 I I Date: JJuu Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: GARY CARMACK 4005 MARONDA WAY SANFORD FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone• (407) 659.3719 Bonding Company: Address: Mortgage Lender:. Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0004 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 informsion 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 suc, 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 requ&cm6ntsof Florida Lien Law, FS 713. JUL - 8 2004 JUL - 8 2004 1 - Signature of Owner Agent Date Sig azure of Contractor/Agent Date Russell Keith Summers GARY CARMACK Print Owner/Agent's Name Print Contractor/Agent's Name UL - 8 2004 Signature of Notary -State •lorida Date LAURIE PELLEGRINO N,fwf„y Comm/ DOW32804 _ ;gyp•' � Expires 71`IW007 i®; Bonded thru (800)4324254 Oj?C4K on►F a Wtary Assn.. Inc s ypais ...14_.PetstmhllrjKMn to Me or Produced ID APPLICATION APPROVED BY: Bldg" Zoning: (Initial & Date) UL - 8 2004 Signature of Notary -State of I rid. Date .... PELLEGRINO . } LAURIE �On1 Exlr Bonded t 'y10FN `# avu (soo)4324254: FWW Not fy As-'.' Ine.i ContradtvON01If IT'"T'Personally Known to Me or Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : — 'U- Date: III 8 ?n4 JobAddress:,'30 Fniy Pld [InvP LOT ll/ 0Ili( 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 200 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: A - # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714_ Phone: 407-475-9112 Contractor Name & Address: DANIEL G. PUGLISI 4005 MARONDA WAY SANFORD, FL 32771 State License Number: EC0001663 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 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 pennits 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 JUL - 8 2004 JUL -:il 2004 Signa f ner/Agent Date ignatu ontractor/Agent Date Russell Keith Summers Print Owner/Agent's Name DANIEL G. PUGLISI Print Contractor/Agent's Name 8 2004 UL - 8 2004 - Signature of Notary -State of rida Date Signature of Notary -State of rida Date N.... ................................ IAURIE PELLEGRINO commN OD02328N 1? Ex;XM 71`1e120o2 g Sandal 1hru (batl)432-4254: O e . OF. -IF 1�...�b a4o Me or Produced ID ••••••.......................... ....... .AURIE� PELLEG g pp0232004 ��.•ry�, �,rN7ntV2007 `e� Sordrid tlru (�)4��25n: .. ... i C nt+ao " Agertt�' mown to Me or Produced ID APPLICATION APPROVED BY: Bldg�C— coy Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Legend of Symbols and Abbreviations: ec�,,: s�c•� ecnlco=crrc Aieo Boundary Lino Brg. Bearing Field Feld Measured P.C.P. Permanent Control Point P.T. Point of Tangency - — : Centerline Cold. : Calculated Fnd. Found P.I. Point of Intersection R Radius Right-of-way Line C.B Concrete Block Gov't.: Goverment P.L.S.: Professional Land Surveyor R.L.S.: Registered Land Surveyor ---- : Overhead Utility Line Ch. Chord L.B. Licensed Business P.O.B. • Point of Beginning R1W Right-of-way - - - - - - - - : Easement Lino Conc.: Concrete O.R. : Official Records P.O.C.. Point of Commencement Set Section 0 Central Angle Const.: Construction Pav i.: Pavement P.R.0 Point of Reverse Curve S/T Septic Tank ARC Arc Length as Concrete Slab P.C. Point of Curve P.R.M • Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C. • Paint of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary Survey F-A 1 Iz F- I E L 0 DO IyE 1 50 2JW; Z4-ASPWALT PAv'-r wl 2' GyT-r'cF_S J C FND. P.K. Nair: E FND, RA.NAIL E -rA8 L S. Z4g4 •T-A S L S- Z494 P.C.P• AT P.C. 5E-rNAIL w r F SeT NAIL w% p PL3C,oP3737o1 „ �R4�TAssc!h'GD� gP�cS CA? 373Ca C.P. A-r P.C.Scp� Zf 4,S E ICIECC jjE�RlAlrr t.':-: 75.59 PLA-rE rii o " SQ. 00•+."PLA-r"._1._1rrELO f _� `r.—^ 414-.7Z PLAT E FiEL^ r IZ ... . p �. F^,De QEQOD INF ZZ � I k'N►�. S/8 RER00 W/BAN LS-z4g4 (N19 CAP 4.5- Z444 500 Z1 +3) of.ATEFIE Di4 i L/-rILITY �`~ SO dp' Pc FIELD• EctcT2/c CASEMENT O C =dOXCE Z O 4 LJ i ` ECo= li 4 Cz oyyy J W �L G9 V_ V W 1, •G -a qu'2to *0 - y Q J "' ! w,N�.,� srE ',4 Z e . F�0-v� W .�i "If, 4BR �J *M e 3 .. 3 �. � o uO,51 Y.2 CID r ul cuiae( O Q u O y "N O N ap- :. " � _ �_ a CID � • Ccwe . • PAS I f7 o o- I N%/ 44,0TER•co • I vo � 0SM&INnC,E I EASEMENT C5,SIDES) r �nID•S�e RE�oo � � I FnID. 5�6••2E12oo G•AP L5-Zag4 J I O S w CAP 15•Z494 CrENCE LINE\ I �rEvice LI-e Z.O • wE ST J I l./EST t 50.00 PLAT i FIELD + to A4000 /4-m,- PLATE FIELDD � 4-• dA 2 S I� 12 Ld" P L A T-r E D REVIEWED D OF SANFORly Lo-r Co GELE2y LA4-,ES, PL4ASE• Z A 5L1DD/V1510A't Accoeo/I./c� _T'C1 MAP 1N PLAY t3OCjK &.5 I PA4E5 Z9 AND 30 PUaL/c 2 Eco2o5 or SEr, i/vo LE COL/.V T yI � FLO Z /DA_ CERTIFIED TO. M A Q O N D A H Q r-i E 5 SMITH DRAFTING & SURVEYING, INC. 414-B. N. SPRING GARDEN AVE. DELAND, FL 32720 DELTONA, FL (386)734-7047 (386)789.2855 DRAWN BY: C J 80NYATA REVISIONS: CREW CHIEF: M.D. LITW/NIGC SCALE: 20 • GATE: Suv6 Z 9, Z0.04 WOk do-74.08-04- I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical sland3rds set forth by the Florida Board of Professional Land Surveyor* to phapler 61G17.6. Florida Administrative Code, pursuant to Season 472.027, Florida Statut nley E. Sm. Florida Registered Land Surveyor Certific6le Plumber 3736, NOT VALID UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. I Idol 10 lie 11 GGI It III it GId NI 0 a o#1 It III IV tot it tit it III 1 lost ctrrtlrltu CONY MARYANNE MORSE QERK OF CIRCUIT COU;47 6EM LE 00 tj D"IIT• . F` MARYANNE MIREE, CLERK OF CIRCUIT COURT SENINOLE COMITY BK 05377 FAG 0109 CLERKS S to 20041076/38 RECORDED 07/09/2004 1114li48 AN RECORDING FEES 10.00 RECORDED BY L McKinIty IN VUL ', 'Ia NOTICE OF C%()I 1[M1ENC EM]ENT 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 6 311 FAIRFIELD DRIVE: Subdivision: CELERY LAKES PHASE 2 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTV/. Maronda Homes,'955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA, 750 S. Orlando Ave.. #102, Winter Park FL 32789 ATTN: DAN 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. 15t St., Sanford, FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement or to receive a copy of Lienors Notice as (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KEI S M ERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6TH day of JULY, 2004. ..... Notary Public LAURIE PELLEGRINO !� �. CommA DD0232804 E)PMS 71JW007 Owde0 Wu (800)432-4254: i....,.�ap ..N.........Fl°ridNotaryAs?n..: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 6 Subdivision: CELERY LAKES PH 2 Property Address: 311 FAIRFIELD DRIVE 0 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). END 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑X c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑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. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. M h. Square footage table showing footages: Garages/Carports 402 S.F. Porch(s)/Entry(s) 16 S.F. ❑X 3. ED 4. TO FOLLOW N/A 5. N/A N/A N/A ❑x 6. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 12 13 14 15 Patio(s) S.F. Conditioned structure 3,004 S.F. Total (Gross Area) 3,422S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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 Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Wednesday, July 07, 2004 SIGNATURE: (By Owne or.Authorized Agent)