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Home My WebLink About202 Fairfield Dr 05-1787 COd _ d Q z PERMIT ADDRESS O UC SUBDIVISION CONTRACTOR PERMIT # �� ' ` 1 DATE —� • ADDRESS Maronda Homes _ PERMIT DESCRIPTION Cam" 9- 1101 N Keller Rd., Ste F (� t r �1 v Orlando, FL 32810 _ PERMIT VALUATION 407-475-9112 PHONE NUMBER CRC 058496 _ SQUARE FOOTAGE 's PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE City of Sanford Certificate of Occupancy This is to certify that the building located at 202 Fairfield Dr. for which permit number 05-1787 has heretofore been issued on March 14, 2005 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Building: F. Ortiz 08/08/05 Engineering: G. Hyatt 08/05/05 Public Works: M. Replogle 08/05/05 Utilities: R. Blake 08/08/05 Fire Department: Zoning: Maronda Property Owner Conditions (if blank, no conditions apply) YV1��, 08/12/05 Building Official Date CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION S New Single Family Residence Jy DATE: 08/04/05 PERMIT #: 05-1787 ADDRESS: 202 Fairfield Dr CONTRACTOR: PHONE #: Maronda Homes Jason 4074026284 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. G � ,U� 0� ngineering ❑Public Works ❑Utilities OFire 0 Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION ****New Single Family Residence**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 08/_ 05-1787 202 Fairfield Dr Maronda Homes Jason 4074026284 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering OFire ublic Works$ C6%� AaQ ❑Zoning _ oK -- ❑Utilities ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 1 CERTIFICATE OF OCCUPANC) ' 5 I Q REQUEST FOR FINAL INSPECTION W ****New Single Family Residence**** �, a 1 DATE: 08/04/05 PERMIT #: 05-1787 I X _ V I ADDRESS: 202 Fairfield Dr 1 CONTRACTOR: Maronda Homes Q u oe PHONE #: Jason 4074026284 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 I 1 1 1 1 1 1 1 I 1 1 1 � 1 1 _ ` � 1 aR 1 E 1 c v 1 o� � QQ LA - 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 ;F-]Pu,bic Works OZoning tiliti OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 8/08/05 08:56:56 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 252435 32.19.30.515-0000-0930 202 FAIRFIELD DR Free -form information 3/4"RC METER SET FEE $190.00 PD 3-16-05 REC#7586 F2 Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel LMBC1001 CITY OF SANFORD t Address Misc. Information Inquiry Location ID 252075 Parcel Number . . . . . 32.19.30.515-0000-0930 Alternate location ID . . Location address . . . . . 202 FAIRFIELD DR Primary related party . . Type options, press Enter. 5 View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 8/08/05 08:56:51 Free -form information CELERY LAKES PD SW DEV FEE $1700.00 WA DEV FEE $650.00 BP 03-1465 PD 4-8-03 SEE REC #5676 **SALES TRAILER*********** **CUSTOMER STILL NEEDS TO PAY FOR RC METER*** 3/4"WA METER SET FEE $190.00 PD 3-16-05 REC#7586 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 Aa&a S 7- /l , 2005 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 93 ; Celery Lakes phase 1; Plat Book 62, Pages- !75. & 76; Public Records of Seminole County, Florida. aka: 9,/RF/, 6 -zO die/i/E ;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 "See. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; C/ Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3087-0077 - ' 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 _ _ PoOry Number BUILDING STREET ADDRESS (Including Apt:, Unit; Suite, "or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company MC Nuifter CITY STATE .--►`' 'NGl.6 FAM/G y �E'3/p.�Nf/Ii1L LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: U GPS (Type): ( #N' - tY1l' - ttt{.tlf{' or Nill.90"o) • - --• -• M-NAD 1027 • U MAD 1983 U USGS Quad Map 00Olhar SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME S COMMUNITY NUMBER 62. COUNTY NAME B . STATE cQry of .SR,VFb e4 /Z0294- 1 S6MiN0d a Ca9-1'it/7'e �Lci�E'/Off 84. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX 07. FIRM PANEL 08. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER , , E DATE 1 EFFECTIVE/REVISED DATE ZONES) (Zone AO, use depth of flooding) 12i/7C606-5 ,v./7, /99.5 Anwl- I7 IAX5 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In 89. 1-1 AS Profile 1_1 FIRM IJ Community Determined U Other (Describe): V1.4 B11. Indicate the elevation datum used for the BFE In 69: in NGVD 1929 U NAVD 1988 J_J Other (Describe): B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area qr Otherwise Protected Area (OPA)? IJ Yes lig No Designation Date: ` A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 1_1Construction Drawings' • • (JBuilding Under Construction' IjI NFlnlshed 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, VI-V30, V (with BFE), AR, ARIA, 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 held 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 AJJ(/p/92_5 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? 1—I Yes No • a) Top of bottom floor (including basement or enclosure) Z0.C19 ft.(m) U b) Top of next higher floor A11A . _ fl.(m) n O c) Bottom of lowest horizontal structural member (V zones only) N— . _ fl.(m) a IS d) Attached garage (top of slab) 19. M 11.(m) a e) Lowest elevation of machinery and/or equipment V,servicing Ilia building (Describe in a Comments area.&CC&46) 20. Z-O fl.(m) 8 0G � tr 1) Lowest adjacent (finished) grade (LAG) 19. fl.(m) z . Yr U g) Highest adjacent (finished) grade (HAG) 20- fl.(m) 8 r LI h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade ��_ � l9. Ci i) Total area of all permanent openings (flood vents) In C3.h �— sq. In. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that Ilia information in Sections A, 8, and C on this certificate represents my best efforts to interpret the data available. u I understand that an�false statement m�be punishable by Bne or lmprlsonmenf under 18 U.S. Code. Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITI E s�tg;4/ T -- AnDREss Al - SIGNATURE CITY OELAA 1Z> Ile-L 0-2/A4 DATE TELEPHONE , // 2005 .386 - 7 FEMA Form 81-31yalG,a4t4GRI S - See reverse side for continuation. ZIP 34Z4: Replaces all previous editions . ate.rid.i_•3•.,.Y,r.�:�.1:�1°�',1:1.: .,� IMPORTANT: In these spaces, copy the corresponding Information from4sction A. For Imursnce Company Use: " BUILDING STREET ADDRESS (Including Apt., Unit, Sulle, and/or Bldg. No.) OR P.O, ROUT AND BOX NO. P cy Number CITY , . -STATE :. , ,.. , ; . ZIP CO Company NAIC Number ��9�✓r�O,Qp �...t, Z 7 SECTION D • SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certlficate for (1) community offtdal. (2) Inttumneo agent/company. t nd (3) building owner. COMMENTS Check here If attachments 8ECTION E'- BUILDINd ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO A140 ZONE A (WITHOUT BFE) For -Zone AO and Zone A (without BFE), complete Items Ell. through E6. If the Elevation Certlflcele Is Intended for use as supporting Informatlon for a LOMA or LOMR-F, Section C must be completed, El. 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 lop of the bottom floor (Including basement or enclosure) of the building Is 1J-1 ft. (m)1JJ In. (cm) IJ above or IJ below (check one) the highest adjacent grade. (Use natural grade, If available.) E3. For Building Diagrams 6.6 with openings (see page 7). the next Mgher floor or elevated floor (elevation b) of the building Is 1-1-1 ft. (In) I—I—IIn. (cm) above the highest adjacent grade. Complete Items C3.h and C3.1 on front of form. E4. The top of Ilia platform of machinery and/or equipment eervlclng the pullding Is LI-1 ft. (m) IJJ In. (cm) IJ above or J_,•J below (check one) Ilia highest adjacent grade. (Use natural grade, If available.) ES. For Zone AO only: If no flood depth number Is available. Is the top of the bottom floor elevated In accordance wllh the community's floodplain managgemenl ordinance? ( 1 Yea I I No I I Unknown. The local official must certify this Information In Section O. SECTION F.- PROPERTY OWNER (OR OWNER'S R P ESENTATIVE) CERTIFICATION , Tlue properly owner or owner's authorized representative who completes Sadbnq A. B. C (Items C3.h and C3.1 only), and E for Zone A (without a FEMA-Issuued or community -issued BFE) or zone AO must sign here. The statements In Sections A. 9, C. and E are correct to tlue best of my knowladrgs. PROPERTY OWNER'S OR OWNER'S AOTHORIZED REPRESENTATIVE'S NAME fI ADDRESS CITY STATE : ZIP CODE SIr11ATl IRE DATE TELEPHONE COMMENTS 1 1 Check here If attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Thu local official who is autlhorized by law or ordinance to administer the community's fluodplaln management ordinance can counplule Seclldns A, R, C (or E), and G of Mils Elevation Certificate, Complete the applicable Ilem(s) and sign below. e G 1. 1_ 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 slate or local law to certify elevation Information. (Indicate the source and data of the elevalinit data in the Comments area below.) . G2. I—.1 A comuminily nflicial completed Section E fors building located In Zone A (without a FEMA-Issued or communlly-Issued BFE) of lone AO. ' G3. 11 The frillowing informalinn (Items G4-G9) Is provided for commurflly floodplaln management purposes. 734. 1`E111.t1T Ill11.tfll-:R • G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY I ISSUEDG7. this permit has been issued for: I —I New Construction I_I Substantial Improvement Ga. Fluvalion of as -built lowest floor (inctudinU basement) of the building Is: —ft. (m) Datum: G9. I11-F or (in 7nne Ark) depth of flooding at the building silo Is: ft. (m) Datum: I OCAL OFFICIAL'S I IAHE ---- — TITLE — — COH1.11ItIITY HAHl: TELEPHONE SIr;tL4TNRG! DATE I I Check here If atlachments FEMA Frnnu 81.31, .t;utuury 2003 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit #: O�— 1 7 6-7 Date: G l 7/ 0 5— Job Address: G ��— ��rrc i�� G iJ. Description of Work: Historic District: Zoning: Value of Work: S 3t�D •OO Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkle ✓ Pool Electrical: New Service — # of AMPS Add i tion/A Iteration Change of Service Temporary Pole__ Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets. Replacement ' New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone:. (FEMA form.required for other than X) Parcel #: Owners Name & Address: M Contractor Name & Address: _ A o ! i, Phone ><: d 7 Bonding Company: Address: Mortgage Lender: Address: (Attach Proof of Ownership & Legal Description) Q ct S Ar- l 50 a Architect/Engineer: Phone: Address: Far:: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property t may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water rrianagemenj4listricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg. (Initial & Date) Special Conditions: 1677M Date Si Zoning: Law, FS 713. Ce 171,0 5-- Contractor/Agent Date Name of Contractor/Agent is /Personally Known to Me or Produced ID (Initial & Date) Utilities: In v g ch rr 1J C cn (Initial & Date) (Initial & Date) FORM 60OA-2001 Y FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: r�H�NOyE� l Q� Builder: Address: a�a r0.�r � r 0 �`3 �"` Permitting Office: City, State:.C,l,nul I V Permit Number: Owner: ``''^^'' ��G� Jurisdiction Number: Climate Zone: Central 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr - 3. Number of units, if multi -family 1 - SEER: 12.00 - 4. Number of Bedrooms 4 _ b. N/A _ 5. Is this a worst case? Yes _ - 6. Conditioned floor area (ft') 2167 ft' c. N/A - 7. Glass area & type Single Pane Double Pane - - a. Clear glass, default U-factor 222.0 ft' 0.0 ft' - 13. Heating systems b. Default tint 0.0 ft' 0.0 ft' - a. Electric Heat Pump Cap: 40.5 kBtu/hr - c. Labeled U or SHGC 0.0 ft' 0.0 ft' HSPF: 8.20 - 8. Floor types " - b. N/A - a. Slab -On -Grade Edge Insulation R=0.0, 171.0(p) ft _ - b. N/A _ c. N/A _ c. N/A - 9. Wall types _ 14. Hot water systems a. Concrete, int Insul, Exterior R=4.2, 959.0 ft' - a. Electric Resistance Cap: 50.0 gallons - b. Frame, Wood, Exterior R=11.0, 983.0 ft' - EF: 0.93 - c. Frame, Steel, Adjacent R=1 1.0, 272.0 ft' - b. N/A - d. N/A - - e. N/A c. Conservation credits - 10. Ceiling types - (HR-Heat recovery, Solar a. Under Attic R=19.0, 1490.0 ft' - DHP-Dedicated heat pump) b. N/A _ 15. HVAC credits PT, - c. N/A (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts _ HF-Whole house fan, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 225.0 ft _ PT -Programmable Thermostat, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 27834 PASS Total base points: 32677 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: JAN 1 I hereby certify that this building, as designed, is in compliance with the Florida Energy Co OWNER/AGENT: DATE: JAN 1 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. y �oQTx>r sr42�0 nrrr - 0 BUILDING OFFICIAL: PLANS REVIEWFE) DATE: CITY nr c A ��.►,�.. EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2167.0 25.78 10055.7 Single, Clear SE 1.0 17.0 40.0 61.07 1.00 2442.0 Single, Clear SW 1.0 6.0 30.0 56.99 0.96 1645.8 Single, Clear SW 1.0 15.0 30.0 56.99 1.00 1707.0 Single, Clear NW 1.0 4.0 10.0 40.72 0.92 376.1 Single, Clear SE 1.0 15.0 20.0 61.07 1.00 1220.9 Single, Clear NW 4.0 5.0 12.0 40.72 0.68 334.5 Single, Clear NE 1.0 15.0 15.0 47.10 1.00 704.5 Single, Clear SE 1.0 6.0 20.0 61.07 0.96 1176.8 Single, Clear SE 1.0 6.0 20.0 61.07 0.96 1176.8 Single, Clear NW 1.0 4.0 10.0 40.72 0.92 376.1 Single, Clear. NE 1.0 6.0 15.0 47.10 0.97 686.0 As -Built Total: 222.0 11846.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 272.0 0.70 190.4 Concrete, Int Insul, Exterior 4.2 959.0 1.16 1112.4 Exterior 1942.0 1.90 3689.8 Frame, Wood, Exterior 11.0 983.0 1.90 1867.7 Frame, Steel, Adjacent 11.0 272.0 1.00 272.0 Base Total: 2214.0 3880.2 As -Built Total: 2214.0 3252.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 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 1382.0 2.13 2943.7 Under Attic 19.0 1490.0 2.82 X 1.00 4201.8 Base Total: 1382.0 2943.7 As -Built Total: 1490.0 4201.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 171.0(p) -31.8 -5437.8 Slab -On -Grade Edge Insulation 0.0 171.0(p -31.90 -5454.9 Raised 0.0 0.00 0.0 Base Total: -5437.8 As -Built Total: 171.0 -5454.9 INFILTRATION Area X BSPM = Points Area X SPM = Points 2167.0 14.31 31009.8 2167.0 14.31 31009.8 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 Summer Base Points: 42576.4 Summer As -Built Points: 44994.4 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) 44994.4 1.000 (1.087 x 1.150 x 0.90) 0.284 0.950 13665.5 42576.4 0.4266 18163.1 44994.4 1.00 1.125 0.284 0.950 13665.5 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeOffilaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT FGLASSPESditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2167.0 5.86 2285.8 Single, Clear SE 1.0 17.0 40.0 10.59 1.00 425.6 Single, Clear SW 1.0 6.0 30.0 11.59 1.01 351.5 Single, Clear SW 1.0 15.0 30.0 11.59 1.00 348.1 Single, Clear NW 1.0 4.0 10.0 14.97 1.00 149.4 Single, Clear SE 1.0 15.0 20.0 10.59 1.01 213.0 Single, Clear NW 4.0 5.0 12.0 14.97 0.99 178.5 Single, Clear NE 1.0 15.0 15.0 14.70 1.00 220.5 Single, Clear SE 1.0 6.0 20.0 10.59 1.02 216.4 Single, Clear SE 1.0 6.0 20.0 10.59 1.02 216.4 Single, Clear NW 1.0 4.0 10.0 14.97 1.00 149.4 Single, Clear NE 1.0 6.0 15.0 14.70 1.00 220.6 As -Built Total: 222.0 2689.3 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 272.0 1.80 489.6 Concrete, Int Insul, Exterior 4.2 959.0 3.26 3126.3 Exterior 1942.0 2.00 3884.0 Frame, Wood, Exterior 11.0 983.0 2.00 1966.0 Frame, Steel, Adjacent 11.0 272.0 2.60 707.2 Base Total: 2214.0 4373.6 As -Built Total: 2214.0 5799.5 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 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 1382.0 0.64 884.5 Under Attic 19.0 1490.0 0.87 X 1.00 1296.3 Base Total: 1382.0 884.5 As -Built Total: 1490.0 1296.3 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 171.0(p) -1.9 -324.9 Slab -On -Grade Edge Insulation 0.0 171.0(p 2.50 427.5 Raised 0.0 0.00 0.0 Base Total: -324.9 As -Built Total: 171.0 427.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 2167.0 -0.28 -606.8 2167.0 -0.28 -606.8 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB Q.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 6786.2 Winter As -Built Points: 9814.1 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) 9814.1 1.000 (1.078 x 1.160 x 0.92) 0.416 0.950 4464.4 6786.2 0.6274 4257.6 9814.1 1.00 1.150 0.416 0.950 4464.4 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18163 4258 10256 32677 1 13665 4464 9705 27834 PASS of -THE SO.e v � s ♦ o f�YG,0 WE B EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code. Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfrn/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottorn 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 regts 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 bv 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 traprequired. 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'rm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.9 The higher the score, the more efficient the home. I. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit Cap: 40.5 kBtu/hr - 3. Number of units, if multi -family 1 - SEER: 12.00 - 4. Number of Bedrooms 4 - b. N/A - 5. Is this a worst case? Yes _ - 6. Conditioned floor area (ft') 2167 ft' c. N/A - 7. Glass area & type Single Pane Double Pane - - a. Clear - single pane 222.0 ft' 0.0 ft' - 13. Heating systems b. Clear - double pane 0.0 ft' 0.0 ft' - a. Electric Heat Pump Cap: 40.5 kBtu/hr - c. Tint/other SHGC - single pane 0.0 ft' 0.0 ft' - HSPF: 8.20 - d. Tint/other SHGC - double pane b. N/A - 8. Floor types - - a. Slab -On -Grade Edge Insulation R=0.0, 171.0(p) ft - c. N/A - b. N/A _ - c. N/A 14. Hot water systems 9. Wall types - a. Electric Resistance Cap: 50.0 gallons - a. Concrete, Int Insul, Exterior R=4.2, 959.0 ft' - EF: 0.93 - b. Frame, Wood, Exterior R=11.0, 983.0 ft' - b. N/A - c. Frame, Steel, Adjacent R=11.0, 272.0 ft' - - d. N/A _ c. Conservation credits - e. N/A (HR-Heat recovery, Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=19.0, 1490.0 ft' - 15. HVAC credits PT, - b. N/A - (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts - PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 225.0 ft - MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) sT,41-61 in this home before final inspection. Otherwise, a new EPL Display Card will be completed O�THE �' ,,, ; based on installed Code compliant features. � ,,,�;;', ;; ;;:°;' �•`�,�°` JAN 1 7 2005 � Builder Signature: Date: a° fl 1�C00 Address of New Home: City/FL Zip: WV, *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 Affai15targy6VWf8Wprsion: FLRCPB v3.30) Evaluation Service Inc. National Evalua 520� Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 INTERNATIONAL Phone:703/931-2187 Fax:703/931-6505 CODE COUNCIL 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(cDnisuscorp.com www.nisuscorp.com 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 stain. 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. rage i oT c Re ort No. NER-617 Page 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARE@ Termiticide, Insecticide and Fungicide covered by this' report shall be labeled with the manufacturer's name/and 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. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 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. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 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 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: ,i Maronda Systems, Page 1 Of 3 Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT v ADDRESS DIV/SUB MODEL 6CLO9301 93-1 20 FAIRFIELD ORO-CEL HANA4 RIGHT DR HANOVER 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 loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed ouiming. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. 31 Dwgs: Truss Layout 10-16-03 / Roof Loads - HIP 10-20-00 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf VT 4-11-01 A 3-4-03 Al 3-4-03 A2 3-4-03 Total 33.0 psf A3 3-4-03 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" A4 3-4-03 B 3-4-03 131 3-4-03 Floor Loads- 62 3-4-03 63 3-4-03 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf 64 10-16-03 H 3-4-03 1-11 10-16-03 H2 10-16-03 Total 55.0 psf J 1-26-04 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" 11 1-26-04 J2 1-26-04 J2A 1-26-04 SANS REVIEWED 1 T Y OF SANFORD J 3 1-26-04 J4 1-26-04 J 5 1-26-04 J5A 1-26-04 J6 1-26-04 J7 1-26-04 J8 1-26-04 J8A 1-26-04 9A 1-26-04 K1 1-26 04 INV # DESC QNTY JAN 2 6 2005 DATE: 18331 THD26 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 6 —� I a � II — A4 - 1 PLY � �C A3 \THJ26 THJ26 HANGER/ HANGER 12 A2 • ' 6 I \ Al / ,A _ IA iA — 6 '� ( A 'I _ =12 ---;; A 66 f : 7--- - -' ==- ' I A2 12 6 F' A3 THJ26 HANGER', /THJ26 HANGER A4-1PLY �r o 114 18-8 I — -- 30-0 -- --- - JOB NUMaER W WM — --_—_ ; DRAM BY asroNER I rrtu+ 5n2 A at �� JOB NAME. MANOVER A — -- BEARING a' i 3 J9 7 ■ a O CD N —J I oAiE. +o-+am OH+•-0 — `G �°� JAN 2 6 2005 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It is the responsibilitvofthe installer (builder. building contractor licensed contractor, erector or erection contractor) to property receive unload store, handle install and brace metal plate connected wood trusses to protect life and property, The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracino wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood ,_ a.. cr.: ', �` `' "`'``' TIO"i*:°Thdtiuiider°buildiri �:contractor; iic6nsed4. :coeifracior;.erectorgr,erectioru coni<iactoisadv.ised: 11. Y1 to ofotaain!in and�ieadtfie=entire booklet•:-Comrriervtary.rt •ti '-f& nd :i;J.:,1 F,:Mri•L. x•=•: _,L.. r.�:.4•`' _ �' :.Sip•.: ornmenations �for�Handien� 'Ins.a'lfi�ig. --N:ct;-Bc�acins•:iMstalPEate;Connected+WoodTrusses; H13L,� t 91"ioiri tile=T:PEafe!Iristutute::°} O TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833.5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any Dart thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. zCA"IJTJON dAlltempo4Kbiacingsfioufd b;&:noless, ;tFtari'2u4' rade-,m. -urnbec.:A!!'-,co.nriPetiuo�s' `slioufd-tierriatle •with mininnurtn-�f=:2=16i'+nails. 411' i+th `•r,: T,.. .r*..� ei vvit- r. � russes:assumecl:2'`on-eerite'r'oT less All:reii�lti-plG rv''. F;+��';atLUSSSS SF10UlCI�bS�'COrineC�ed tOgStilal" 7n--accorr-: -sign,, it wings ri®r toinsfziliatioss: TRUSS STORAGE `;3rTi iiisse"s':'siiouldriofbe. r.i rF ,ti:��•:R'- eY••u,�,' 7S914Ya:-•4'r.��L4R t! ,i, 5,: r;.,ptt+,t i�Z v ' %=;i4uei1, ded:orisrdugh-1irraiii o�••wri -'e'ven-sur'r-saceswhicf c6ii1d,cause.:: .��.r�::;,-,:t;darr`rage':to'tUie':iriiss: ' �':.:,ti,=•:; �:�: _Truss...... s sti - d fioHzontally should tie ..l Y• 'q; 7r � essive°`leteral� - vent,exc ckin o� re �rted o Hsu _g't gip. .. ,,.; • E:. 1r�.. � s;rPp%Te4rax`��'�'��:r�t:�•P;C•- ..:!,�::ti �'. ;::.;••,.:.: � z �:�: �;',�`•'``,�,,;i:�,,t.`•t'�i 7� ��tbending;andlessenra�otsture?gatr;r',,':�=;_•._tt--, •':• .•�;• rr''a11lARtdING ?Do=n'oftireak iiaiiirigs`uniiGinsfallafiort "S' I• .CT •':Tl. 1. S =:. `-,begins Vb Care;�shoulde.exercised t,=-�.lL'.f?,ati-,Jry•Ylb'•i$•i?.I�.a:.^,.r 4: a-r:�r.- M1•.•�!-.•,+•...A:-::,:'"."er!.i: - :U.i.'"�:.Sti .:vi. il:: -.movallfo,avoWd Wifin ;:of iridivid'ual�trusses:;;s ti, •;•, - Y•raS:=t�'r,.'.�.7r.a':rw :;K �.'ij t.s:i^i�r �ln..s,�-FJli[ _ :rxM.::� ±: h�:t,.r".S'.r - • i:J• . ;.'.1, ' t y = tiU710N:.Trusses.stored:verticall` sfiouid be:' ^rt _ "n • ai •o+ie vent o� �� racei!'t r P..F .9 P.. .•;. � I• 4•. J "r4r• _ .... L:tii}{jam': :,a..•�i�5'ei- �`•{'�%',.2`•r:�:!;yv.. ti_-.',yr.a'�: ;i i„ _ D`ANGEk cit ste�•e�bundles§,.w •'ri ht`uri_le_ss t 7+Fa.,v.•,v.?�izrZ'a%ti:N'.:'ra-'•..v<:p,e':g�e.c:.:.,_ ro, erl braced:':Danotbreakbandssuritillbund16s:! •: r . T . _ _,r;are,;placed<;ln�a-stable�horizorital�•'�osition:::-;-;;,,=��:•; Frame 1 Tag Line N /or6loeXss60° or less Approximately Tag % truss length Line Approximately 1/2 truss length Truss spans less than 30'. Spreader Bar Toe In Spreader Bar Toe In Approximately t/2 to V, truss len tg h Less than or equal to 60' Approximately Vi to Y. truss length Less than or equal to 60' Toe In .�F 'r, .. -- :e'' ki;F' ..IIdrS.�++�u �t'•_�,,,•"t�'{t• �i:''�P;'r^tr�u F3a1�:i+'��Lc'jt-v_;a4}^ei:;r:�{�c!h'•�t': ns,,- a •� , ' 'RNA �D�o, � Ilfl+s n e rtt�s•ses �rir�th•=sPans� °'��'�at'�t� n �0'. • la�ea'k: �'l�s,..rr.`'r%�t IMEGWANICi4L�,' -,clrirnlrc- rvy�.n„quf llw „INSTAL00L%1TI0 Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and.tempo- rary bracing is installed. Strongback/ SpreaderBar Approximately r^ '/) to )/, truss length Greater than 60' Tag Line Tag Line Strongback/ SpreaderBar / I\t 0' 10' Toe In At or above mid-height VI V, to -Y, truss length Tag Tag / Greater than 60' Line Line - - otNn in :tHis summar{ie_et is adeguate.; or-, lnsialEafion;.vf '::-; , 1' GA'lJt.l'O'f�>Tsm, orar '.bracing,ah 14, t'i �,.c�...,r. •S-u Y _.I?. Y': •, c, j'.I"`l. -': raT:ltr•a'.f 211 C�`SN K•,'i .7..• ,l-.nvr_Y'!_' - .r•rvL-w t:..;a•.i: `r1•� ,,�• .Y - 9L•,• s:a'CortsultNa?r.e 'lst reds ,rofessrona!•gineer, If.:•aifsdifferentf;�;';r ilsseswitfa_s milar ico.rif oration .9_•, �rF.,;,,. r• '.y? �i'.' - 6r, t., ._t,•.�r:r,ST:- :7}1•' s, r'� :w _--7^L:}cii,-y'2✓'f`•' .:,,e aYS".•!2'`;' .c, i5.rxn":''•:..9T�'��atn.,.'r".1:''' 1 _cti:" _ r:• fec7rp i� �; .+, ,.J. '- teii[ :Is <desire. tl si n' Bra,.tngrini:accordance with 4 Pl, =„ar,rangein d.�Tii'e en ine.rr'rriay,; 9_;., .j,1 ,:- erns �Ii )1.c 1i, .1 '.�.�,{, .!'r. =�:. A •�^ •,.1�^- T. 4'.t f ,R�.•�li:.•: VnM1iw{S�"•+ 1''•+n .f si n':'S eaficat►on;for,'Temp.orary�,Bracing:xotllVietaltoPlate ConnecYedC{!/good.',:; R,ecommerad..d;;,De .9 p rar_,• n q tI•r�•"ti:a'c pyi:.?i rl, t:rks?;:' - ':yV �.+wre F,:t`.,4_•'4. ,i:,a`: k''otl'b`.k.:?:�'�:.rF.:'.'• e. �Ir !- fin• •• q;': ,�,r •� u".ti' L':i-�•nrr::wr,.:.,r.:. LFi,T•fad.'?i•7ia1'.i.}; �,•"r.,'•F:},_ '•` Jy _.., .ri ,q A. .:+�'•! %, :•wi `µ: }: si•r;, ;Trusses;'DxSB=.a9;.andin.so,rrie;cases'cietermine thaf�widerspacingas,possible;�; %!; M:,•_,,,: ;; , ;,,<,,.1 D1gRA fiVC':3VI! ' IN" IP TE?IOAr'; ��lND B1�ACIi� ': 62:�1L1?I .G._YTERIOR: \, ^: _.y„ •• •�, G5G,- •,, loP =hord: Ty pienl vortical -- cnd WTSi atteei,mc nt I PI°n ' .�'� t?:.�nG =�—:.----Cc.: _ is � �� _ ,c/ I �' r•' r I 1% • I. !. I _ Bloclllnp Ground brace I I _. • - ; ` "•y• . • ��' �.',. rp';'1,• � Ground 6l °ec �ver,ieal IGBv) =Ton Gnord —�C6V I -� .�L, C I VerlicaIe •,38 ,. .,-_.._� _._,-. 6z." '•. � ��''aU'i I'll ' �• itrut '•�'�'rr ital lie member with , (HT) rNrum of bra - cup of lruaae (CB) =.3r ^ 7 Top chords that are laterally braced can buckle together and cause collapse If therein no diago- nalbracing. Diagonal bracing should he nailed tot he underside of rho top chord when purline are attaehed to the topaide of the top chord. 12 4 or greater ---I uu w 11 �• • - 10 1 7 Over 32' - 48' 4/12 6' Over 48' - 6o' 4112 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SFF SouthernPineeF HF - Hem -Fir p / Continuous Top Chord All lateral braces Lateral Brace / lapped at least 2 Required trusses. / �.± 10' or Greater Attachment Required i 6. LM 10 \ \ ,y 'd14 `�;.y�7�.7 /' �4�, .,r�_� 0�0 ri�� ,�tF•i�' tiNNW �'+ i•�r��, � �,�``� �" iPITCHEt7TRl'!SS OF - Douglas Fir -Larch Sp - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. R:: SCISSORS"TRUSS' 12 4 of greater Bottor aoeuo Permanent continuous —,�� lateral bracing r as specified by the truss engineering. 10 ssional engineer All lateral braces lapped atleast 2 trusses. Cms ahracie bracing at each end ofthe building and ot2O' imterrais' � Frame R_ 0 AG VB C E' l lW tA V, l:I LATERA�BaAqE .! :.SPA IN' D r. sA SPACING (L6 i. 12 usses --SRI:D,177;.+-S.PT/ H F;-,: Up to 32' 30 S. 16 10 Over 32'- 48'1 42' 6' I 6 Over 48'- 60'1 48" 1 51 4 Over 60' 1 See a registered Professional engineer DF 1 Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir I The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. Continuous Top Chord Lateral Brac Required Top chords that are laterally braced can buckle togetherand cause collapse If there is no diago- 10, nal bracing. Diagonal bracing should bonalled to the underside of the top chord when purlins are attached to the topside of the top chord. Attachmer Required 0Tresses as SPF/HF @ .2"o.c. End diagonals are -e6Me6ji9j48 stability and must be duplicate both ends of the truss system. ic o al cl:ret. _!'��Fifi Li �,9,fbf dlibivah-esex (j, I v. ecommem at -ions evere,:persomaiqinjuryzEor-,d5m@ C, —1,T; ". ,�. RU. . - 1 "AORD',S 8�:! TOP�bHb'R Top chords that are laterally braced can buckle togotherand cause collapse Ifthere ions diago- not bracing. Diagonal bracing should be idled to ti it- underside of the top chord when purling Ale attached to the topoide of the top chord. t-came 5 30" or greater Continuous Top Chord Lateral Brace "2= T Required -T-F- 10' or Greater achn-) ent quired Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. `OP 'OA _D 1,_QP.,;,qH0 QLi. 1.1,TV D BRACE R7 1, S0AN �;P 7 �k I i.; SPACING-1r, L 41 ,4[#':jruss6dj '�" F- - . 1 � ah, , .:: �! %, 'SP/DF�3I-SPF1HF.i:t Up to 24' 1 3/12 8. 1 17 1 12 1 Over 24'- 42' 1 3/12 7' 10 1 Over 42'- 54' 1 3/12 6' 6 1 Over 54' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pixie -Fir Diagonal brace also required on end verticals. Top chords that are taterrilly bra ued can buckle tnj7ether and counoct,11apne Ifth ore iono d1ago- no I bra ci I� g. Diagonal bracing should be nailed to the unoemide of the lop chord when purling orr n1tached to the lopuide of the tot) chord. 0" {u b `f R' U PLUMB R.- 12 3 or greater All lateral braces y?'G,.��u Ylap ped at least 2 fQ, trusses. Continuous Top Chord IX Lateral Brace Requhad 10' or Greater Attachment Required WARNING:- could resul t in severe' oersohaljh' r.-y'br-difnige 6""'-to.tfui�bL:isorbLilidincit; injury' _. Truss Depth D(in) Lesser of D/50 or 2" Maximum Plumb Misplacement Line E IL' A T 10 N 7 - T 0 L E R ANC E BOW Length 01 L(in) D" (ft) 121, 24"_ 114" 1 /2" 7' 36- 3/4" 3' 413" 1., 4. 72" .1-1 /2" 1 6' B4" 1.3/4" 7' 96't 2" 13, 108'. [-2.—, 9' OUT -OF -PLUMB INSTALLATION TOLERANCES. Tc Lesser of ±,/.;, L L/200 or 2" L L(in) t L(in)`L7200 so.. 1/4" 4.2' 100" 112- 8. 3' ISO" 3/4" 12.5' Lesser of L/200 or 2" 200" 1 16.7' 250" 1-1/4" 120.8' 300" 1-1/2 �2� - 'Y OUT -OF -PLANE 114STALLATION TOLERANCES. 7- d! . . . . . . ..... p Ic 9A -,�;,9 jE-al2Y,1eS EIR401`115' _lace ft-Wh 'adddAf-,uss s;,�� _— r -.m r-m gz A as �'�S Efar»ncf� frmy . 6ari o,-r+ FL G771 (407) 401.0064 Fes. (407) .021.391S Date: March 5, 20C3 To: Building, Depar=- =t From: Naronda Syste,s Tows Ponce professional Engineer State of Florida,"Q50068 Subject- Valley Trusses AD val➢ey;trusses labeled 6'T-1 thr-U I00 are cover--d under the general -.,a➢ a sheet r ovj in the Truss pacl<.age sued arnd sealed by the engineer of record. The connections are noted ded on the structural in% sheet of the plans. AJI criteria of the v&Uey trusses are nosed on the sheet. Ff'yon Ira►'e any € uestioas please Can,! free to call at 407-321-0064. K Merely, Tom Dance, P.Er. ,�t�llyttbE6ltf/y Date:r No. oogDF r MARONDA SYSTEMS WO: VALLEY SET TI: VT 9TY:1 DESIGN INFORMATION This design is for an individual building . component and has been lased on Wonmtmn ov prided by the client. The designer dlsrblma am responsibility for damages as a result of faulty or incorrect Information, sp=Mcations and/or designs furnished ta the truss destgw by the client and the correctness Or accuracy y of this mfmmation as timay relate Wasp, cille pMed and accepts no responsibility or exercises no control with regard to fabrlu- Uon. bamnlog shipment and tratallation of busses. This tram has been designed u nn ladlvldtal bu0d1na component in amadance with ANSI/TW 1-1995 and NDS-07 to be Incarporaled' sus part d the bulldiog design by a Building Designer tregirtered archtled or professional engineer). When reviewed for approval by the bundir, designer. the drstgt tadmp shown must be checked to be sure that the data shown are m agiremcot with the best building codes. tool dlmatle records for wind or snow bads. prelen specifications or special applied Inds. Uakss shown, thus has not been designed for storage or occupancy loads. The deitlgn assumes compression chords (top or boti®) ere couti u- osaly braced by sheathing trades+ otherwise specified. Where bottom chords to tenslon an: not fully braced hteraUy by a Property applied rigid a 11—r they should be bra—d at a mudmhmh spacing of 10'-0' o c. Connector phi= shall he mamdaca, Gam 20 gauge hot dipped gabaMled steel meeting ASTM A 657. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabnic.U—. lbe fabrtestoraballreslew this drawing to verify that this drawing is In conf e*e•rcre: with the fabrlotm's plans and to realize a contlnutog responsbUlty for such verl- BoUon. Any dhuep:melm are to be put In writing before cutting or fahrteatloa. Plate .ban not be totalled o er Imolholes. trots or distorted grain. Membem shall I. col for Ug ht fitting woad to woad bcattrng Con- aectm plates aha be looted on both fain of the taw with mils fully Wbrdded and shall be $yin. about the lolat riles$ otherwbc shown. A 5a4 plate is 5- wide x 4' long. A BsB plate Is 6 wide a B' bug. Slots (holes) run parallel to the plate length specified. Double cuts on web mcohbera shall meet al the cenlmld of the webs unhm olberwise shwa Connector plate sires are -into = sues lased on the farm shown and may need to be bhcteased Ira certaln band- Wng and/m emit.= stresnau. This truss is not to be fahrleatd artih ere retardant treatedlumber inks$ olhrJwtse shoam. For. .rn1.••••I tnfmmation on Quality Control refer to ANsijm 1-1995 PRECAUTIONARY NOTES AD tracing and erection recommendations ere to be followed in accordance with 'handling InstaBing Sc Brach(. HID-91. Ttusso we to be handlod with par(lodar ore durmS banding and bundling. delivery and hutallation to avoid d+>nw Temporary and permanent bru d g for holding trusses in • straight and pl.®b pos- Won and for retatbng lateral form span be designed and Installed by others. Careful hand- U ng Ise•-•••u•t sod eneilon bracing Is always required. Norma! prmutbtary action fib trusses regores such Iemporary hraelag during tastallatten between trusses to avoid toppling and dombmtng The supervision of erection of tcarue shall be under the control of p� experienced in the installation of trusses. Prufesabal advice shall be nought if needed. coreccotraurso or construction loads greater than the deign bads uhaU no[ be applied to trusses at any (lane. No Inds other than the .pant or the erectors rha0 be applied to trusses unto after all Listening and bracing Is compicled MONO VALLEY VALLEY TRUSSES COMMON VALLEY VALLEY TRUSSES (TYP.I aU►PORTING TRURsts SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3.0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL 14 Z:�A --7r— .1 q 1t1 WHEN OIGAONAL WEB PRESENT USE 4XS PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE • 2x4 f 214 OR x6 16 516 OR VALLEY MEMBERS AT DIAGONAL WEBS 1 416 31641 6t 416 24.O.C. (TYPI OR OR REQUIRED WITH SPANS 214 GREATER THEN 26.0-0 3x6 21/ 2x4 2x4 315 I VARIES 214 214 12 J UP TO 0.0-4 315 2x4 2x4 214 2x4 4110 214 316 2x4 2x4 115 316 OR 316 ow t 415 OR t 416 2x4 MAX. 6.0.0 O.C. (TYP) 8 214 MAX. 6.0-0 O.C. (TYP) I '- MAIL TRUSS SPACING ,IY�I" � BELOW IR' O.C. SPANS UP TO 60-0-0 �I TOP CHORDS: 2X4 SP 62 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 82 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP 13 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE IS) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 909E 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 SAOWN PLATES.ARE T1.20 GA TESTED PER ANSIATI 1-1995 Cont. Support Maronda Systems 4005 MARONDA WAY SANFORD, FI_ 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690GREENBROOR CT.0VIEDO.1rL097S6 W1kKN1r4 rt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dneing shown on this dnwbeg is not erection bracing. wind bracing. portal bracing or stmE6 bnctng which is a part of the bolding design and which must be comidemd by the building deslgrur. Bracing shown is for latrral support of truss members only to reduce buckling leuyph. Provisions must be made to anchor hteral bnerng at ends and specified locations detemdned by ibe building designer. Addltlonal bracing d the ovwll atructura may be reghueul. (See HIB-01 of TPU. firm Plate Institute. TPI. Is located at 5a3 D'Onofrlo Drive. Madbon. Wisconsin 53719). S(nds ® 6-0-0 O.C. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 per TC Dead 7.0 psf BC live 0.0 luf BC Dead 2.0 psf TOTAL 25.0 Dsf Truss ID: VT Date: 4-11-01 DurFac - Lbr. 1.25 DurFac - PII: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11TP BLOCKING MARONDA SYSTEMS 1110: HIMETALL DESIGN W ORH4ATION This design is liv as hdicidual building c-tnpaecn am Itas been Insd tm inhtrmarlem pnrviddt by due elicaL TIe designer Jisdatms any respmsibilirr for d.magcs as a rcmh or. f llr or Incareet inf rnudcm, grsllimliwu and/or dcdgm fornided to the truss designer by rbe diem ant the earrcnrsen a xrnroey of this infusmaiun as 4 may wlate la a tpe- eilk PrLdeea and accepts m «gnmsihillly or eLcmises no tom r(A with regard to Warless. than. handling, slim em tad honallatlun of Irma=. lids truss has been dci;rrcd as an lod],khral IulbGny a nlpmt m is accotula�•e rim ANSlfrfl 1-1993 ud NDS-91 to be 6.ogP sramd u P4n of the building de,fgn by a Rulllhq Designer (reglacrcd ar.Litnsn or pruressiunol engineer). when revlewd few appcoral by the hul40ug detig a . the a sign Iadiugs slsrnwn mutt he checkcd to be sane that the data shrmt are bur .peso -a -0 the local tufding code,. Kral dinade retard-W mina nr snow loads, 1-4— spnclrncatiuo or Llmdal applled IoaJa. Unless shown, ores has nr been designed lor nLrage or .hrespatty lands. The design asna es nanRemen chards Ibp or t-In.) m cmdnu- --sir braced by site-bing -ilea othe-Ase tl%Lifid. WbeR IIWIu1 Lh d. 6. nerlalm are. not fully hranxd laaersily by - prgterly appiid rizu cciling, they sruld be hrananl 31 a rmalnnm party of 10'-0' o.c Ca■a¢lor plate shall be muuf yknot t 70 gauge la dipped galradesel 9-1 mtelin a ASTM A 653. Grade 40. auks: Lhemi. tI--. rAMCATION NOTES Prior to fdhrlot)m, Is. fabricator shall m.ier Ibis drawly to Verify that Ibis dra.iy is in camhsmsance row Ile btuinla's plan utd to MO.. a csmthufo= r.. ln■sibilily Ins such .ni- Dcallm. A■y oft—epaQks are se, m pat I. —Ulna her a olllq or iahrio hd Phu.. dull sea be Iaaalkl user knrl■de-, knots, or odacrsd grain. Mrndrrs shall be rust furndght (I nhtg wfrat sot wool hearing. Coo- rn¢br prises shall he Ica eel en both fares oil the truss with r-11. fully b hed dd and shall be tynn. about the )uim'"d-0 utlnern4se dalMn A Sa4 plate is $' winle a 4' long. A bag plot. Is 6' ride a g- Imo. Slap (hot") f■n parallel to she plate length specified. Double curs on —h members W0 ace- of she cumald of the sebs tmlcu abcrwv shore% Cosuieetm plan, else, are mWt■-o doe, band on the (am.. loaf-, and may weal to he Im...d fa ccrnlo hanl- Ily aa1/or ,red, - -sre t 11.6 trms Is ea to be aabrleaad rim fire aeca dams uuld losober ones-themisc shurm For .1dilisaul lafsrnsathm on Quality Control re(er to ANSMi 1-199S PRECAUTIONARY NOTES All brxiy awl erred— r¢sronteWath-. arefollowedto be followed in aaurdaatoe wri,b'llmll'mg lutalliy At V"dna', HIR-91. Trusses .— be haWd rids particular care during handing and h-a0inp, delivery and lua.11uum to aruid damage Trngacrary nil prruartenl hracinq rut dalefiag wssts 4 ■ avalgM geed plumb rye. Ilan -ad for resisting lateral faces 0.11 be tlesi•ned and Installed by sera. Careful batd- Il.glis —ens l and. —hot Madog 1..I.rays reyrird. Numul prea.-anrh-ury xdem 6r trusses rnpllres such kw4sun1"7 bracing during lmelladh.n belween wits 10 aVnid IcppI. nil Il miatiog. 'nor: apmIslan of .,,wean 14 Ilusws dull be under [be control of petsoml eeperirnee,l sot the Inadlvshn of nusaa. Pndesdnol sddee s.11 he sought if umedd. Cn wcrinlhm oil nnstfa:sis- loads greater IWn the design luada stall nor he applW sot lrusse, at any It.,. Not load$ mtscr dun Lite weighl W Ibe etect rs thall be applid it, trusses until after all lasacning and bracing Is nrrytictd. . \\\111151{illif 11!!11/1> PD ��'Z• C,q a u No. 0060068 Is a STATE OF i i(J / Poi . �� 0 R I'D HIP GIRDER 2x OF TI: HIP QTY:1 BLOCKING ADDED TO. TOP CHORD STEP HIP TRUSSES TO SHORTEN OSB NOT TO EXCEED 24 "O.C. TO BE NAILED TO TRUSSES w/ 12" ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING i ��J� ( '� � � i � (is. ( � 1 �• � <� � (/��) ti1� �� •� (�. (��- � � � % ��l � ��1 ti WARNING: READ ALL NOTES ON THIS MEET. Eng. Joh: WO: HIT-DUrAIL (!jaronda Systems A COPY OIL TI-113 DRA1111NG TO IIL GIVEN TO ERECTING I)"'g: Truss Il): Hal' CONTRACTOR. Dsgnr:. Cltic: hale: 10-20-00 'rC Live 16.0 psI Dud%c - Lim 1.25 4005 MARONDA WAY BRACING WARNING: SANFORD, FL 32771 Racing mm.n ran this denoting is naI ertuion 1—inc. wind hrscing pnnal hnclug er similar hndng is TC 1)eati 7.0 psr Durrac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 .-bide a p.an al 11nc Iuib ng design and which must he cmWeied by the building designer. nixing IN— is hu lateral suppan of buss memlns only to fcdu t huclling le ncih. 1'auvisicnnss mud he 11C Live 0.0 lisf O.C. Spacing: 24.0" TOMAS PONCE P.E. n,eJt our nnhu luncral h wring a aWh unJ g,tidied hs.niun+Jcl<emi n•d by tlh h. ding d % I; ,. Aoblidnnl healing a(dsc urudl urucwce Ic 1)C Dead logo sf Design Criteria: TPI LICENSE 8(M)50068 1890 . .. may tcyenirtd. (Sea IIIB 91 col 7 PII. ' p Code Desc: TOTA r. 33.0 list I V: 1.01 00- 30106- 3� Deign: i(arit Analwis JOB P4TN: C.•ITHE-1.0X1,108SIIIIPDET-1 NCS. 01.01.00 -- r DrSIGN INFORMATION This design Is for an individual building component end has been based on information provided by the client. The designer disclaims any responsibility for damages as ■ result of faulty or Incorrect Information. speculations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabria- Ilon. handling. shipment and installation of trusses. This truss has been designed .s an individual building component In accordance with ANSI/•IP! 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtncer)• When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown art in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 1(Y-0' o e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 651 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 =It= a continuing resporutbWly for such veA- flatton. Any discrepancies are to be put in wiling before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood baring. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4- long. A fix8 plate is (- wide x 6- 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 sloes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stremes. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional Information on Quality Control refer to ANSI/J?l 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed to accordance with-Handting Installing 3 Bracing". HIB-91. Trusses art to be handled with particular are during banding and bundling, delivery and Installation to avoid dam.ge. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tresses regttW such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of constmctlon loads greater than the design loads shall not be applied to masses 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: H A N 0 V E R A 4, : ar:; , ; €fT D.L. TOP CHORDS: 2x4 SP'#2'- BOT CHORDS: 2x4 SP #2 WEBSs 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 711# MAX LIVE LOAD DEFLECTION: L/999 L--0.07" Do-0.07" T--0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB v 1.15 8-3-2 0-4-3 T�r I MULTIPLE LOADS -- This'desigar'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, Vo 125oph, Ho 21.0 ft, Io 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L. 40.0 ft Wo 30.0 ft Truss in 3NT zone, TCDLo 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .TC ... FORCE ... CSI 1- 2 -1795 0.31 2- 3 -1641 0.33 3- 4 -1154 0.30 4- 5 -1154 0.31 5- 6 -1641 0.35 6- 7 -1795 0.33 ..BC ... FORCE ... CSI 12-11 1562 0.44 11-10 1282 0.40 10- 9 1282 0.40 9- 8 1562 0.44 TIFAHAN%V TrIQ11f:6: =Joint LooiEions== =n' _-__ ooev000 0 ooev000 ol) 0- 0-00 5) 19- 9-14 9) 22- 2-12 2) 5- 4- 5 6) 24- 7-11 10) 15- 0- 0 3) 10- 2- 2 7) 30- 0- 0 11) 7- 9- 4 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 59 -680 BOT PIN 29-10- 4 1035 0 -711 BOT H-ROLL 1540-0 15-0-0 1 2 3 5 6 hI 0 4X6 30-0-0 Q 7-10-3 04-3 Tr� I 12 11 10 9 81 1036# 3.50" 1036f/ 3.50' 100 r 1-0-0 _I 30-M - �--- (RO-11-I1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of taw members only to reduce buckling length. Provisions must be made to anchor latent bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rr uss Plate Institute. TPI. Is located at 593 D'Onofrio Dime. Madison. Wisconsin 537191 Eng. Job: DWg: Dsgnr: TLY Chk: WU: HANA4 Truss ID: A Date: 3-04-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf -0 05 02- 8 0- Design: Mainz Analysis duo rnfr: 1.:11=-LVA1JUVa1J1Nwn. JB: HFu .: =-r.esrs=ic •).C: 10# UPLIFT D.L. 'WO: i- ki"Alk, V WE: 111FA r-A-- ATY:2 DESIGN INFORMATION TOP CHORDS:,•2x4-,=SP .#2--MULTIPLE LOADS -- This"design is the ..6",Jbint LLxations===_______ 0000eeeve veeee This design is for an individual building HOT CHORDSt 2x4 SP #2 composite result of nmltiple loads. 1) 0- 0- 0 5) 23- 2-12 9) 17- 0- 0 component and has been based onlnfonnstion WEBSi 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 6- 9- 4 6) 30- 0- 0 10) 13- 0- 0 provided by the client. The designer disclabns 2x4 SP #3 1,7 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 6- 9- 4 any responsibWtyfor damages uaresult of WndLod per ASCE 7-98, C&C, V. 125mph, 4) 17- 0- 0 8) 23- 2-12 12) 0- 0- 0 Faultyor r designs nfurnished information.specificationstt lfl designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- and/or designs fumbled to the tram deslgraer by the client and the correctness oraccuracy Support 1 718# Bld Type Encl L. 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this tnformatlon as It may relate to a spe- Support 2 751# in INT zone, 1CDL- 4.2 psf, BC DL= 6.0 psf 0- 1-12 1036 63 -718 HOT PIN ctficproject and ■ccepunoresponstbwtyor MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -751 HOT H-ROLL exercises no control with regard to fabrics- L/999 tion, handling. shipment and Installation of trusses. This truss has been designed m an L=-0.07" D=-0.07" T=-0.13" TC... FORCE ... CSI ..BC ... FORCE... CSI IndWual building component to accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1779 0.50 12-11 1538 0.40 ANSI/TPI 1-1995 and NDS-97 to be incorporated T- 0.07" 2- 3 -1312 0.47 11-10 1534 0.40 u part of the building design by a Building MAX HORIZONTAL LIVE L W DEFLECTION: 3- 4 -1108 0.30 10- 9 1107 0.29 Designer (registered architect or professional Te 0.03" 4- 5 -1308 0.48 9- 8 1535 0.41 engtneerl. When reviewed for approval by the building designer, the design Ioadinp shown RMB 0 1.15 5- 6 -1780 0. 51 8- 7 1538 0.41 must be checked to be sure that the data shown am In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. true has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rtgd ceiling. they should be braced at a mnxbnum spacing of I9-T o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mccUngAMM A 653. 13-0-0 11 4-M 13-0-0 Grade 40. unless otherwise shown. 1 2 5 FABRICATION NOTES 6 - o Prior to fabrication. the fabricator shall review this drawing to veriry that this drawing b in 4X8 4X6 conformance with the fabrieatOe3 plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed wet knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can- 3X4 3X4 neclor plates shall be located on both faces of the taw with nails fully imbedded and shall be sym about the joint unless otherwise shown. A .1-3-2 6-10-3 sx4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holesl run parallel to the plate length specified. Double cuts on web .-be. shall meet at the centmld of the webs 0--4-3 3 0�- unless otherwise shown. Connector plate sl ue are minimum sizes based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This taw is not to be fabricated With fire retardant treated 3X6 6X8 3X4 6X8 2X4 3X6 m luber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection reca,nmendatfons are to be followed In accordance with'HandUng Installing a Bracing'. HIB-91. Trusses are to be handled with particular core during landing and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and phunb pos- ition and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between tru o cs to avoid toppling and dominobn& The supervision of erection of trusses shall be under the control of persons experienced in the Irutal ation of trusses. Professional advice shall be sought If needed. Concentration of consuruction Inds greater than the design Loads shall not be applied to trusses at any line. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 30-0-0 12 it 10 9 8 1-0-0 30.0-0 1036# 3.50" 1036# 3.50 -� (RO-11-11) I (R0-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Malrulndta Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmctng. wind bracing. Pont bracing or similar bracing Eng. Job: Dwg: Dsgnr: TLY Chk: WU: MANA4 Truss ID: Al Date: 3-04-03 TC Live 16.0 psf TC Dead 7.0 psf DurFac - Lbr: 1.25 DurFae -Pit: 1.25 4005 MARON DA WAY SANFORD. FL. 32771 which is a par of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psf O.C. Spacing: 24,0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of true roW members only to reduce buckling length. Pvtsns must Ix node to anchor lateral bracing at ends and specified locations determined by the bulldtng designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bractrngorthe overall stne<ummayberequired. ISeeHIB-9IofTP0. Code Dese: FLA LICENSE #0050068 rrYuss Plate Institute. TPI. is located at 583 D•Gnofrto Drive. Madison, Wisconsin 53719). TOTAL 33.0 psr V:0 05 02- 18911 1005 VANNE SA DROVIEDOXI-3276e Design: Matrix Analysis JOB PATH: C.17hL-LVKUUB5MfANA4 ,;�: ::•_,AVER A 4 AC: 10# UPLIFT D.L. XO: HANA4 WE: - TI: A2 61TY:2 __... DESIGN INFORMATION--TOP•<3IORDSs-,2x4 SP #2 - MULTIPLE LOADS -- This design is the ___•:___ ==a==Joint Locations------000vove-- This design bfor anlndMdualbuilding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 0- 0 9) 19- 0- 0 component and has been based on inform iron WEBSt 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 9- 4 6) 24- 2-12 10) 11- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 3,4 continuously braced unless noted otherwise. 3) 11- 0- 0 7) 30- 0- 0 11) 0- 0- 0 any responsibility for darnages as a result of WndLod per ASCE 7-98, C4C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 faulty orincorrect bnformation.specifications PROVIDE UPLIFT CONNECTION PER SCHBDULEt H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- and/or designs furnished to the taus designer 1 732# end Type- Encl L. 40.0 ft W- 30.0 ft Trues X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support of this Informuon as it my relate to a spe- Support 2 763# in ITT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 0- 1-12 1035 60 -732 SOT PIN cl(Ic project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -763 BOT H-ROLL exerebes no control with regard to fabAca- L/999 won. handling. shipment and installation of L=-0.07" D=-0.07" T=-0.13" ..TC... FORCE...CSI ..BC...FORC'B... CSI trusses. This truss has been designed as an IndrMual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.45 11-10 1524 0.56 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T- 0.07" 2- 3 -1461 0.38 10- 9 1318 0.52 as pan of the building design by ■ Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1254 0.29 9- 8 1525 0.56 Designer (registered architect or professional T= 0.03" 4- 5 -1254 0.29 g enncer). when reviewed for approval by the 5- 6 -1461 0.39 building designer. the design loadings shown RMB - 1.15 must be checked to be sure that the data shown 6- 7 -1746 0.48 are In agreement with the 1=1 building codes. local clbnauc records for wind or snow bads. project specifications or special applied bads Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are anunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlgd ceiling. they should be braced at a maximum spacing of la-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 11-0-0 8-0-0 11-0-0 FABRICATION NOTES 1 2 4 6 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in 6 O 0 conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put In 4X6 3X4 4X6 writing before eutttng or fabrication. Plates shall not be Wtalled Over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be bated on both fain of the truss with nalis fully imbedded and shall be 2X4 2X4 sym. about the jaunt unless otherwise shown. A TZ 5x4 plate is 5' wide x 4' long. A 6x8 plate is 8' 5-10-3 wide x it bang. Slots (hole) run parallel to 6-3-2 the plate length specified. Double cuts on web V\ members shall meet at the centrold of the webs 0�-3 0-4-3 unless otherwise shown. Connector plate sites are minimum sizes based on the farces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss s not - to be fabrtcated with lire retardant treated 3X6 6X8 6X8 3X6 lumber unless otherwise shown. For addltionnl Information an Quality Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendatlons are to be followed In neeardamce with -Handling Instating d Bmang'. HIB-91. Tntsso art to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral farces shall be designed and Installed by others. Careful hand - Ling is essential and erection bmcMg is always required. Normal precautionary action for trusses mquies such temporary bracing during installation between trusses to avail toppling and dominoing The supervision of erection of tru sses shall be under the control of persons experienced In the installation of anuses Professlonal advice shall be sought If needed. Concentration of ansbvctlon loads greater than the design Inds shall not be applied to muses at any tine. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is eornpleted. M 30-0-0 ll 10 981 1036# 3.50" 1036# 3.50 14" _I.I 30-0-0 - (RO-11-11) I (RO-I1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIED0.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnllar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the memll structure may be required. (See HIB-91 of TP9. rihrss Plate Institute. 7M. is bated at 583 D'Onofno Drive. Madtson. Wisconsin 537191 Eng. Job: WU: HANA4 Dwg: Truss ID: A2 Dsgnr: TLY Chk: Date: 3-04-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V 05 0 - 8 Design: Marrix Anedyfis JUn rnfn. t-:1 f GG-LUA VUH3111ANA4 ,l: DESIGN INFORMATION Tfits design is for an Individual building component and has been based on Information provided by the client. The designer dsetalms any responsibility for damages as a mull of faulty or Incorrect information. specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this InfomvUon as it may relate to a spe cifle project and accepts no responslbWty or exercises no control with regard to fabrto- Uon. handling. shipment and installation of troves. This lrusa has been designed as an tndmdusl bulking component in accordance with ANSI/'IFI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professlorul engneeri. 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 tool bulking codes. local cllmotic records for wind or snow Inds. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds. The design a umca 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 praperly applied rigid ceWng. they should be braced at a maximum spacing of 10'-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped plvanired 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 s in conformance with the fabricator's plans and to realize a continuing responsmWly for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nals fully imbedded and shall be sym. about the joint unless othenvtse shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is Cr wide x it 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 alma arc mintmum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. Thts truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/'I41 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 cart during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding troves In a straight and plumb pos- nion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is ahmys 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 WtallaUon of lasses. Professional advice shall be sought if needed. ConcentmUon of construction loads greater than the design loads shall not be applied to trussca at any lime. No bads other than the weight of the erectors shall be applied to trusses until ft after all fastening and bracing is completed JB: HANOVER A 4 TOP CHORDS: 2x4 SP' #21 -- BOT CHORDS: 2x4 SP #2 WEBSt 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE Support 1 734# Support 2 765# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" Te-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTIONt T- 0.03" RMB - 1.15 T 5-3-2 0-4-3 WO: HANAW "' �.""'' 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. 125aph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 40.0 ft W- 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .TC ... FORCE ... CSI 1- 2 -1794 0.35 2- 3 -1582 0.32 3- 4 -1637 0.39 4- 5 -1637 0.39 5- 6 -1582 0.32 6- 7 -1794 0.37 BC ... FORCE ... CSI 12-11 1568 0.47 11-10 1371 0.43 10- 9 1371 0.43 9- 8 1568 0.47 eee===000ee=—Joint LocaU nii;-: 1) 0- 0- 0 5) 21- 0- 0 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 60 -734 BOT PIN 29-10- 4 1035 0 -765 BOT H-ROLL 9-0-0 12-0-0 9-0-0 1 2 4 6 4X8 2X4 4X8 30-0-0 fit 4-10-3 0-4-3 Tr� I 12 11 10 81 1036# 3.50" 1036# 3.50" 1-0-0 J 30-M _1 1-0-0_ (RO-11-11) (I RO-11-11) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: VVV: Mru14fi4 =Maronda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DwgDsg : TLY chk: Date 13 04-03 CONTRACTOR. TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY BRACING WARNING: Bracing shon thin drawing Is not erection bracing. wind bracing. portal bracing or stmlar bracing isown building design be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 O.C. Spacing: 24.0" SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 which a part of the and which must shown is for lateral support of truss members only to reduce buckling length. Provisions must be by building designer. BC Live 0.0 psf Design Criteria: TPI made to anchor lateral bracing at ends and specified locations determined the BC Dead 10.0 psf TOMAS PONCE P.E. Additional bracing of the mewl structure may be required. (See HIB-91 of TPil. Code Dese: FLA LICENSE #0050068 firuss Plate Institute. TPI. is located at 583 D'Onafrto Drive. Madison. Wisconsin 537191 TOTAL 33.0 psf V•Q 05 0 - 18 3- ID05 VANNESSA DFLOVIrDO.F1.3276E Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSIHANA4 HCS.• 08.20.02 JB: H ".4 FT D.L. WO: iir�ESr.:21 TL'.44:.1T TTY-2 DESIGN INIFORMATION 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 tnfor mallon. specifications and/or designs furnished to the thus designer by the client and the correctness or ■ceumcy of this Information as It may relate to a spe- ctlk project and accepts no responsibility or exercise no control with regard to fabrics - Ilan. handling. shipment and installation of trusses. This truss has been designed w an individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional 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 budding codes. local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, tam has not been designed for storage or occupancy loads. 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 rtgld ceding. they should be braced at a maximum spacing of Ia-T o c. Connector plates shad be manufactured from 20 gauge hot dipped gal-nized steel meeting ASTM 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 fabricators plans and to reallm a continuing responsibility for such vert- ficallon. Any discrepancies are to be put In wrlUng before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Can- nector plates shad be located on both faces of the truss with =03 fully imbedded and shad be sym. about thejotnt unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6' wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown Connector plate sizes are minimum size based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/971 1.1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with 'Handling InataWng & Bmcing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Wtallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shad be deigned and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domtnotng. The supervision of emalon of tame shad 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 deign loads shad not be applied to trusses at any time. No Inds other than the weight of the erectors shad be applied to trusses until after all fastening and bmcing is completed. TOP CHORDS: -2r.4 SP-#2.:.: BOT CHORDSi 2x6 SP #2 WEBS: 2x4 SP #3 This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 845# Support 2 845# MAX LIVE LOAD DEFLECTION: L/999 L--0.22" D--0.23" T--0.45" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB - 1.00 MULTIPLE LOADS' - - This design•ii the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Encl L- 30.0 ft W. 30.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4167 0.35 14-13 3691 0.60 2- 3 -4041 0.32 13-12 3577 0.60 3- 4 -4772 0.71 12-11 4814 0.79 4- 5 -4794 0.67 11-10 3579 0.62 5- 6 -4794 0.68 10- 9 3694 0.60 6- 7 -4044 0.32 7- 8 -4170 0.35 --awn- -mwinL t,vc:at.ausua... =---------- 1) 0- 0- 0 6) 23- 0- 0 11) 17- 8- 0 2) 3-11- 4 7) 26- 0-12 12) 12- 4- 0 3) 7- 0- 0 8) 30- 0- 0 13) 7- 0- 0 4) 12- 4- 0 9) 30- 0- 0 14) 0- 0- 0 5) 17- 8- 0 10) 23- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -845 BOT PIN 29-10- 4 2087 0 -845 BOT H-ROLL 7-0-0 16-0-0 1 k 7-0-0 1 2 4 5 7 8 6.00 4X8 3X4 2X4 4X8 0 T M 304)-0 14 13 12 11 10 9 2087# 3.50" 2087N 3.50 1--0 1-00 30-0-0 (RO-11430// J 430p i (RU-li-11) EXCEPT AS SHOWN PLATES ARE TL20 A TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DP-OVIEDO.FL52766 Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmctng. wind bracing. portal bracing or similar bracing which is a pan of the budding deign and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB•91 of TPI). pram Plate Institute. TPI. Is located at 5113 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOWOBSIMANA4 Eng. Job: Dwg: Dsgnr: TLY Chk: WU: HAF4A4 Truss ID: A4 Date: 3-04-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-0 05.02- 18 6- MCs: 08 20.02 I' ' NOVER A 4 AC: 10# UPLIFT D.L. ` � _ WO: HANA4 WE: TI: B ATY:3 DESIGN INFORMATION, •;-TOP CHORDS: 2x4 SP #2 MULTYPLS'LOADS -- This design is the '''' _'_________====point Locations =====__________ This design is for an individual building BOT CHORDSt 2x4 SP #2 couposite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 7 9) 22- 2- 2 component and has been based on trdonnallon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 5- 3 6) 24- 6-13 10) 15- 0- 0 provided by the client. The designer disclatrns 2x4 SP #2 3,5 continuously braced unless noted otherwise. 3) 10- 2- 9 7) 30- 0- 0 11) 7- 9-14 any responsfbWty for damages as a result of WndLod per ASCE 7_98, C&C, Ve, 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 faulty or Incorrect Information.specifications PROVIDE UPLIFT CONNECTICN PER SCHEDULE: H= 21.0 ft, i= 1.00, Exp.Cat. B, Rzte, 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- and/or designs furnished to the truss designer Support 1 669# Bld Type- EnCl L- 60.0 ft W. 30.0 ft Trues X-Loc Vert Horiz Uplift Y-Loe Type by the chentand the cormctnessoraccuracy ofthis information ultmaymlatetoaspe- Support 2 694# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 4- 0 1036 57 -669 BOT PIN clfic project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29- 8- 0 1036 0 -694 BOT H-ROLL exercises no control with regard to fabrim- L/999 tion. handling, shipment and installation of L=_0.09" D=-0.09" T=-0.18" ..TC ... FORCE... CSI ..BC... FORCE ... CSI trusses. This truss has been designed as an Indlvldual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTIONt 1- 2 -1974 0.39 12-11 1775 0.54 ANSIMI 1. 1995 and NDS-97 to be incorporated T- 0.07" 2- 3 -1812 0.34 11-10 1490 0.45 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1295 0.31 10- 9 1490 0.45 Designer Imptered architect or professional T- 0.03" 4- 5 -1295 0.32 9- 8 1775 0.54 engneerl When reviewed for approval by the 5- 6 -1812 0.35 building designer. the design loadings shown RMB a 1.15 6 - 7 -1974 0.42 must be checked to be sure that the data shown are In agreement with the local building codes. local ctimUc records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.e. Connector - plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, 5-0-0 15-" Grade 40. unless otherwise shown. 1 2 3 5 6 FABRICATION NOTES Prior to fabrication. the fabricator shall revtew this drawing to verify that this drawing is In conformanee with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies art to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the taus with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A W plate is 6" wide x F long. Slots (holes) run parallel to the plate length specified. Double axis on web members shall meet at the eentr"ld of the webs unless otherwise shown. Connector plate sizes are ze minimum sibased 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 lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing a Bracing'. HIB-91. Trusses are to be handled With particular can during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nomal precautionary action for trusses requires such temporary bracing during installation between mules to avoid toppling and damtnomg. The supervision of erection of masses shall be under the control of persons experienced in the installation of trusses. Profeaslonal advice shall be sought if needed. Concentration of construction )cods 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. s o0 4X6 0 f -1 30-0-0 1036# 8.00" 11 10 8 9 1036N8.00" 1-0-0 _II 30-" J 10� (Ro_11.9).9)�I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPTPI 1-1995 scale = 0.2094 Lf�aronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bmcbn& wind bracing. portal bracing or stmtlar bracing Eng. Job: Dwg: Dsgnr: TLY Chk: wu: MANA4 Truss ID: B Date: 3-04-03 TC Live 16.0 psf TC Dead 7.0 psf DurFac - Lbr: 1.25 DurFaC - Pit: 1.25 4005 MARON DA WAY SAN FORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psf O.C. Spacing: 24.0" (407) 321-(X)64 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the merall structure mayberequired (See HIB-91ofTP11 Code Dese: FLA LICENSE #0050068 ff russ Plate Institute. M. is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V• 02- 18 83- 3 1005 VANNFSSA DROVIEDOX1.32766 .05 Design: Mmrix Analylis /Us resin: t,aee-UJA1JUff3fnANA9 HANOVER A 4 AC: 10# UF'LIF•T U.L. a WO: HANA4 Wt.j DESIGN INFORMATION -.:TOP-CHORDS: 2x4 SP #2 -MULTIPLE LOADS -- This design is the =ci-t a =_="===Joint Locations-----ovevo-oo ' This dnlgnisfor an lndNidual building BOT CHORDS: 2x4 SP #2 ccalposite result of imiltiple loads. 1) 0- 0- 0 5) 23- 2- 2 9) 17- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assd to be 2) 6- 9-14 6) 30- 0- 0 10) 13- 0- 0 ume provided by the client. The designer disclaims 2x4 SP #2 2,4,6 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 6- 9-14 any responsibility for damages as a result of WndLod per ASCE 7-98, C&C, V- 125ag7h, 4) 17- 0- 0 8) 23- 2- 2 12) 0- 0- 0 faulty or incorrect information.speclflmtloru PROVIDE UPLIFT CONNECTION PER SC MULES H- 21.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 ---- MAX. REACTIONS PER BEARING LOCATION ----- and/or designs furnished to the true designer 1 705# Bld Type. Sncl L= 60.0 ft W- 30.0 ft Trvss X-I,oc Vert Horiz Uplift Y-L,oc Type by the client and the correctness or accuracy support of this information as It may relate to a spe- Support 2 731# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 4- 0 1036 60 -705 BOT PIN cifk project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Iaquact Resistant Covering and/or Glazing Req 29- 8- 0 1036 0 -731 BOT H-ROLL exercises no control with regard to fabrics. L/999 tlon.handling, shipment and installation of L--0.09" D--0.09" T=-0.18" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI tresses. This truss has been designed u an ANS,dual building component a accordance with MAX HORIZONTAL. TOTAL LOAD DEPLSGTION: 2- 3 _1467 0.43 11-10 1751 0.42 ANSI/'IPI I -19% and NDS-97 to be incorporated Te 0 .07 ^ asPa. Ithe building design byaBuilding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1298 0.31 10- 9 1296 0.33 Designer (registered architect or professional T- 0.04" 4- 5 -1463 0.43 9- 8 1752 0.42 engneer). When reviewed for approval by the 5- 6 -1959 0.46 8- 7 1755 0.49 building designer, the design loadings shown RMB a 1.15 must be checked to be sure that the data sham are In agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes cornpresston chords (top or bottom) are com.1nu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by a properly applied rtgld ceiling. they should be braced at ■ maximum spacing of ia4r o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 13-0-0 4-0-0 13-0-0 FABRICATION NOTES 1 2 5 Prior to fabrication, the fabricator shah review this drawing to verify that this drawing is in conformance with the fabrioaar's plans and to 5 00 -5.00 realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in 4X8 4X6 writing before cutting or fabrication. _ Plates shall not be Walled over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be 3X4 3X4 sym. about the joint unless otherwise shown. A T 5x4 plate is 5* wide x 4' long. A 0x8 plate is 6' S-9-1 wide x it long. Stots (holes) ram parallel to 6-1.4 the plate length specified. Double cuts on web members shall meet at the centrotd of the webs 04-1 unless otherwise shown. Connector plate sizes 0-4-1 arc minimum stirs based on the forces shown and may need to be increased for cenaln hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated 3X6 6X8 3X4 6X8 2X4 3X6 lumber unless otherwise shown. For addlUonal bdormatlon an Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with 'Handling Installing 0 Bracing" HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Walled by others. Careful hand - Ling b essential and erection bracing is always required. Normal precautionary action for tnmses requires such temporary bracing during installation between trusses to avoid toppling and dommotng. The supervision of erection of trusses shall be under the control of persons uperienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to tresses at any time. No loads other than the welg t of the erectors shall be applied to trusses until after all fastening and bracing is completed. n 30-M 112 l l 10 9 8 7' 1036N 8.00" 1036# 8.00" 1. 0 0 30-" J 1-0-0 (R0-11 -"j9)il. (�-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 LM aronda Systems lia- 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.FL32769 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wad bmcbng. portal bracing or strnfiar 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 taw members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall struetUm may be required. (See HIB-91 of TPI). rrruss Plate Institute, TPI, is located at 583 D'Onofrlo Drive. Madison. Wbconsa 53719). nng. .ruu: DWg: Dsgnr: TLY Chk: ............., Truss ID: B1 Date: 3-04-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V'0 05 02- 8 84- 3 HCS.- 08.20.02 Design: Mctrlr Anafylls TI: B2 t .:n DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dischtms any responslbdity for damages as a result of faulty or incorrect Information. 5Pnx8lcaUor3 and/or designs furnished to the truss designer by the client and the correctness or accumcy of this Information as It may relate to a spe- cific project and accepts no responslbWty or uercbes no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional 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 loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a Properly 8PPI1ed rigid ceding. they should be braced at a maximum spacing of 1(Y-O" o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanued steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ved- ncatlon. Any discrepancies are to be put In writing before cutting or fabrication Plates shall not be installed wet knotholes. knots or distorted grain. Members shall be cut for tight ntting wood to wood bwring. Con- nector plates shag be located on both faro of the truss with nails fully imbedded and shad be sym. about the joint unless otherwtse shown. A 5x4 plate is 5" wide x 4' long. A W plate is ff wide x 8- long. Slots (holes) nun parallel to the plate length specaled Double cuts on web members shall meet at the mritrald of the webs unless otherwise sham. Connector plate stmS are mintmtum zes n sibased on the forces show and may need to be Increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with -Handling Installing h Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itlon and for misting Lateral form 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 Installation between tresses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads grater than the deign bads shall not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing is completed. JB: HANOVER A 4 AC: TOP CHORDS: 2x4 SP #2- - BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 720# Support 2 746# MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" De-0.10" Te-0.19" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB - 1.15 T 5-3-4 0-4-1 WO: HANA4 " Yam', MULTIPLE LOADS -- This deaiga'is the _________ __==Joint Locations== couposite result of multiple loads. 1) 0- 0- 0 6) 24- 2- 2 11) 15- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 9-14 7) 30- 0- 0 12) 11- 0- 0 continuously braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 5- 9-14 WndLod per ASCE 7-98, C&C, V. 125niph, 4) 15- 0- 0 9) 24- 2- 2 14) 0- 0- 0 H- 21.0 ft, i= 1.00, Exp.Cat. B, Rzt- 1.0 5) 19- 0- 0 10) 19- 0- 0 Bld Type- Encl L. 60.0 ft W. 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- inEND zone, TCDL- 4.2 psf, BCDL- 6.0 psf X-L.oc Vert Horiz Uplift Y-Loc Type Impact Resistant Covering and/or Glazing Req 6 0 -720 HOT PIN 29- 8- 0 1035 0 -746 HOT H ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1980 0.40 14-13 1779 0.52 2- 3 -1612 0.37 13-12 1777 0.41 3- 4 -1543 0.31 12-11 1441 0.35 4- 5 -1543 0.31 11-10 1441 0.35 5- 6 -1612 0.37 10- 9 1776 0.41 6- 7 -1980 0.43 9- 8 1779 0.52 11-0-0 8-0-0 11 0-0 1 2 4 6 O - 4X8 2X4 4X8 .)AD LAY .,va- �l 30-0-0 14 13 12 I1 10 9 8 1036# 8.00" 103611 J8.00" 1" 1-0-0 30-0-0 (RO-11-9)'I (RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: VVU. nruvr+w Maronda Systems1 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Dsgnr: TLY Chk: Truss ID: B2 Date: 3-04-03 CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing be by the building designer. Bracing TC Live 16.0 psf TC Dead 7.0 psf DurFac - Lbr: 1.25 DurFae - Pit: 1.25 O.C. Spacing: 24.0" 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must wmldered sham is for lateral support of truss members only to reduce buckling length Provisions must be building designer. BC Live 0.0 f Design Criteria: TPI TOMAS PONCE P.E. made to anchor lateral bracing at ends and speclfled locations determined by the Additional bracing of the overall structure may be required. (see HIB-9I of TPO. BC Dead 10.0 psf Code Dese: FLA LICENSE #0050068 (truss Plate Institute. TPI, is heated at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V:0 05 0 - 85- 3 1005 VANNESSA DROVIEDO.rL32768 Delran: Matrix AnalyJf3 JOB PATH: CATEE-LOKUOBSIHANA4 HCS: 08.20.02 A tea 1 {'-?j 1 J DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclams 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 infonmtion as It may relate to a spe- cifk project and accepts no responsibility or exercbes no control with regard to fabrica- ton, handling, shipment and installation of trusses. This truss has been designed u an Individual budding component In accordance with ANSI/7PI 1-1995 and NDS-97 Lobe Incorporated as pan of the building design by a Building Designer Iregstered architect or professlomI erypneed. 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 cU=tic records for wind or snow Inds. project specilk2tlons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compassion chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maxtmum spacing of 1(Y-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrlcators plans and to realize a continuing responsibility for such verl- 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 shag be cut for tight Biting wood to wood bearing. Con- nector plates shall be looted on both into of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 8x8 plate Is 8' wide x 8• long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sues are minimum sirs lased 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 mtardnnt treated lumber unless otherwise shown. For additional infommtion on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wtallation to avoid damage. Temporary and perlmnent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essentlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppWy and dominoing The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction lends greater than the design bads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: HANOVER UPLIFT D.L. TOP CHORDS: 2x4 -ASP 12 -: BOT CHORDS: 2x4 SP #2 WEBSt 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 725# Support 2 750# MAX LIVE LOAD DEFLECTIONt L/999 L=-0.11" D=-0.11" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.15 T WO: HANA4rt''''`-q`•`:-:`WE: MULTIPLE LOADS -This -desi4a 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. 125nsh, H= 21.0 ft, }:= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 60.0 ft W= 30.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -1971 0.45 12-11 1777 0.58 2- 3 -1763 0.34 11-10 1590 0.43 3- 4 -1915 0.41 10- 9 1590 0.43 4- 5 -1915 0.41 9- 8 1777 0.58 5- 6 -1763 0.35 6- 7 -1971 0.48 yl: S3 , HAN.',0)QTY:1 -Joint Locations== _______ ________ =1) 0- 0- 0 5) 21- 0- 0 =97 21- 0- 0 2) 4- 9-14 6) 25- 2- 2 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1035 57 -725 BOT PIN 29- 8- 0 1035 0 -750 BOT H-ROLL _0-0 124)-0 -0-0 1 2 4 6 .Q 4X8 2X4 4X8 Q JAU JAY v,sa, T I� 30-" 1036//28.00" 11 LO 9 1036p88.00" 1-0-0 30-0-0 '� 1� (R0-11-9) I (RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321.W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNPSSA DR.OVIEDOXI-32780 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracin& wind bracing, portal bracing or similar bracing which is a part of the building dnlgn and which must be considered by the building designer. Bmet" shown is for lateral support of truss members only to reduce buckling length. Provisions must be mode to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 of TPB. rrr ss Plate Institute. 7P1. is located at 50 D'Onafrio Drive. Madison. Wisconsin 537191. Eng. Job: DWg: Dsgnr: TLY Chk: WV: r7ANA4 Truss ID: B3 Date: 3-04-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DUrFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-n 05 02- 1 A 86- 3 Design: Mmrix Analysir Jae nun: LAILt-LVAIJUH31HANA4 DESIGN INFORMATION This design is for an individual building component and has been Wed on Infonn]lbn provided by the client. The designer disclabns any responsibility for damages m a result of faulty or Incorrect tnformLion, specifications and/or designs furnished to the truss designer by the client and the correctness or a=racy of this information as u may relate to a spe- cific project and accepts no responsibility or exemism no control with regard to fabrlca- tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sum that the data shown are in agreement with the local building codes. loco) climatic records for wind or snow Inds, project specifications or special applied loads Unless shown, taw has not been designed for storage or occupancy Inds. The design assumes compression chords (lop or bottarn) am continu- ously braced by sheathing unless otherwise specified. where bottom chords in tension am not fully braced laterally by a properly applied rtgd ceiling, they should be braced at a mnxtmum spacing of 10'-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing resportslbWty for such verl- flcallon. Any discreponcim are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plate shag be located on both faces of the truss with nails fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long A ex8 plate is 8' wide x 8' long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be increased for certain hand- gng and/or erection stresses. This wss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followed in accordance with "Handling IrutaWng A Bractng', HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. ition and for resisting lateral form shag be designed and Winged by others. Careful hand- Ung is essential and erection bracing is allays required. Norml precautionary action for trumes requires such temporary bracing during installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design lords shag not be applied to Wssw at any time. No loads other than the weight of the erectors shag be applied to Wines until after all fastening and bracing is completed. JB: HANOVER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 845# Support 2 845# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T--0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB - 1.00 T 3-74 04-1 1 7 -T I WO: HANA4 WE: This 1-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, H- 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L- 60.0 ft W= 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -4629 0.52 12-11 4218 0.64 2- 3 -4599 0.48 11-10 4248 0.82 3- 4 -6175 0.90 10- 9 4248 0.82 4- 5 -6175 0.90 9- 8 4218 0.64 5- 6 -4598 0.48 6- 7 -4629 0.52 TI: B4 ATY:1 _________=====Joint Locations=====__________ 1) 0- 0- 0 5) 23- 0- 0 9) 23- 0- 0 2) 4- 0- 4 6) 25-11-12 10) is- 0- 0 3) 7- 0- 0 7) 30- 0- 0 11) 7- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 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 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2087 0 -845 BOT PIN 29- 8- 0 2087 0 -845 BOT H-ROLL 7-0-0 16-0-0 7-0-0 1 2 4 6 7 0 6X12 3X4 6X12 YAV J/a7 v,aav �•-� •--- T 04-1 3-3-1 30-0-0 12 11 10 9 8 2087# 8.00" 2087N 8.00" 1-0-0 _� 30-0-0 (RO-9) 103 4301! 430# (RO-11-9) EXCEPT AS SHOWN PLATES ARE TL20 A TESTED PER ANSUTPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050W 1005 VANNMA DR OVIEDOXI-32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bmctn& portal bracing or similar bmcng which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tram members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Russ plate institute. TPI. is bated at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). Eng. Job: WU HANA4 Dwg: Truss ID: B4 Dsenr: TLY Chk: Date: 10-16-03 TC Live 16.0 psf DurFOc - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Design: Marrir Analysis JOB PATH: G. ITLE-LUK UU83IHAA'A4 •.. ::f . ac .�.:. AC: 10# UPLIFT D.L. «r.:: ':� j: a;�,f,�t t4 WE: �:, ...: -- -:�l�H QTY:4 DESIGN INFORMATION .i3: �. ,; TOP CHORDS: 2x4• • SP #2 MULTIPLE LOADS'-- This design is the =________=====Joih LocatiionBe=====_________ This design is for anindividual budding BOT CHORDS: 2x4 SP #2 coldposite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on Information WEBS t 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided by the client. The designer disclaim continuously braced unless noted otherwise. any responsibility for dam llesmaresult of PROVIDE UPLIFT CONNECTION PER SCHEDULEt WndLAd per ASCE 7-98, C&C, V- 125mph, ------ - - - - -- TOTAL DESIGN LOADS - - - - - - - - - - -- faultyorincorrectWomwtlon.specNmtions Support 1 580# H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Uniform PLF From PLF To and/or designs furnished to the truss designer Support 2 340# Bld Type- Enel L- 30.0 ft W- 9.9 ft Trues TC Vert L+D 0 0- 0- 0 -88 9-10-13 by the client and the coreclnessoraccuracy of this Information as It may relate to a spe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE i in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 cNc project and accepts no rwIponstbillty or Support 1 275# Impact Resistant Covering and/or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION----- exerasesnoconuolwithregardtofabrtco- MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type tlon. handling, shipment and Installation of L/999 ..TC... FORCE ... CSI ..SC ... FORCE ... CSZ 0- 2- 8 208 275 -580 HOT PIN muse. This truss has been deslgned as an individual building 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 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.42 as pant of the budding destgn by a Building Tv 0.03" Designer (registered architect or pmfesslonal MAX HORIZONTAL LIVE LOAD DEFLECTIONt engtneerl. When reviewed for approval by the T= O.03" budding designer, the design loadings shown must be checked to be sure that the data shown RMB a 1.00 are In agreement with the local budding codes• local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, taus has not been designed for storage or occupancy bads. The design assumes 9-10-13 I/ compression chords (top or bottom) are conttnu- ously braced by sheathing unless otherwise 1 2 3 specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxhnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot 2X dipped galvanized steel meeting ASTM 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 fabricator's plans and to maRte a continuing responsiblUty, for such verl- , 2X dention. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, 3- -1 knots or distorted gain. Members shall be cut 4-3-5 for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the gnus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Us plate is 5' wide x 4' long. A Bx8 plate is 67 wide x B• long. slots moles) run parallel to 0-3-15 the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate at= are minimum slsrs based on the forces sham and may need to be increased for certain hand- TT •f 3X6 3X4 Wg and/or erection stresses. This trusss not f to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'Handdng Installing a Bracing', 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 trusses in a straight and plumb pos- ilbn and for fasting lateral form shad be designed and trutsded by other. Careful hand- ing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between wsses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought 9 needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. F9 II 9-10-13 5 4 209# 4.95" 423# 2.50" I-5-0 940-13 (R1.4-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss ID: H Maronda S stems Date: 3-04-03 y Dsgnr: TLv Chk: CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing the building design and which must be considered by the building designer. Bracing TC Live TC Dead 16.0 7.0 psf psf DurFac - Lbr: 1.25 DurFae - Pit: 1.25 O.C. Spacing: 24.0rr 4005 MARON DA WAY N FORD. FL. 32771 SA (407) 321-0064 Fax (407) 321-3913 which is a pan of shown is for lateral support of truss members only to reduce buckling length. Provisions must be locations determined by the building designer. BC Live 0.0 psi Design Criteria: TPI trade to anchor Lateral bracing at end, and specdfed BC Dead 10.0 psr TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) Code Dese: FLA LICENSE #0050068 rtrmss Plate Institute, TPI, is located at 583 D'Onofrlo Drive. Madison, Wsconstn 53719). TOTAL 33.0 psi I V•0 05.0 - 028- 1005 VANNESSA DROVIEDOXI-3276a Design: Matrix Analyti, JUH YAf H: L'Iftt-i-UAtfvualnnrvn+ DESIGN INFORMATION This design Is for an Individual building component and has been bnsed on Infonnallon provided by the ellent. The designer disclaims any responslbibly, for damages its 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- clnc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered 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 speelficttlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ore not fully braced laterally by a pro" applied rigid ceiling. they should be braced at a maximutit spacing of I(Y-0-o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to r [I= a continuing responsibility for such veri- ficatlon. Any discmpancles are to be put in writing before culling or fabrication. Plates shnB not be Installed over knotholes. knots or dsloned grain. Members shall be cut for light ntling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nallit fully imbedded and shall be sym. about the joint unless otherwise sham. A Sx4 plate is 5' wide x 4' long. A 6xB plate is n wide x 8' long. Slots (holes) run paranel to the plate length specified. Double cuts on web men ben shall meet at the eentrold of the webs unless otherwise sham. Connector plate sizes are minimum sizes laved on the forces shown and may need to be Increased for certain hand- Bng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations am to be followed In accordance with 'Handling Installing & Bracing'. HIB-91 Teases 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 forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to ovoid toppling and dmifnotng The supervision of crectlon of trusses shall be under the control of persons experienced In the Inslallallon of losses. Prefesslonaal advicc shall be sought If nettled. Con-nt ration of construction loads greater than the design londs shall not be applied to Irosscs al any tlme. No loads olhcr Ilan the weight of the enmli % shrill be applied to inN- nntll niter nil f.islening and bracing is completed. JB: HANOVER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WO: HANA4 WE: WndLod per ASCE 7-98, C&C, V. 125rnph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L. 30.0 ft W. 9.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf HI 9TY:1 ==__ _=_=====Joint Locations=====__________ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 5- 0 4) 9-10-13 PROVIDE UPLIFT CONNECTION PER SCHEDULE: ------------ TOTAL DESIGN LOADS ------------ Support 1 605# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Uniform PLF Fran PLF To Support 2 313# Support 1 229# TC Vert L+D 0 0- 0- 0 -88 9-10-13 MAX LIVE LOAD DEFLECTION: BC Vert L+D 0 0- 0- 0 -38 9-10-13 L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI ----MAX. REACTIONS PER BEARING LOCATION----- L=-0.01" D= 0.00" T=-0.01• 1- 2 719 0.49 5- 4 -837 0.41 X-Loc Vert Horiz Uplift Y-Loc Type MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -46 0.35 0- 5-11 214 229 -605 BOT PIN T= 0.02" 9- 9- 0 417 0 -313 BOT H-ROLL MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 9-10-13 Il1 2 3 3.54 3-7-6 0-3-13 I I 215# 11.31" 1-5-0 (R1-4-11) 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 IDD5 VANNGSSA D0.OVIEDO FL33766 Deiiaic MarAr Analysis 3-2-13 417# 2.50" 9-10-13 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dnwtng s not ereellon bracing. wind ti ncing. portal bracing or sbnlLar bracing which is o inn of the building design and which mist be considered by the bnllding dnlgner. B—ing shown is far lateral support of Ines mcmbcn only to reduce buckling length. 11—blurts nusl lie made to anchor Lateral bracing al ends and specified locatlom determined by the building designer. Addlttonal bracing of the overall structure may be nvrylred (See IIIB-91 of TPI). (Tess Plate Institute. TPI. is looted at 5a3 D'Onofrio Dd-. hladison. Wisconsin .937 191. JOB PATH: CA EE-LOKIJOBSIHANA4 scale = 0.5812 Eng. Job: A A Dlvg: Truss ID: H 1 Dsgnr: TLY Clik: Date: 10-16-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFae - Pit: 1.25 BC Live u 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- 30809- 8 HCS• M 20 02 JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: H2 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, _________=====Joint Locations ------------- __ This design is for an individual building BOT CHORDS: 2x4 SP #2 H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 1) 0- 0- 0 3) 9-10-13 5) 6- 1- 9 component and has been based on lnfornation WEBS: 2x4 SP #3 Bld Type. Part L= 30.0 ft W= 9.9 ft Truss 2) 5- 5- 0 4) 9-10-13 6) 0- 0- 0 provided by the client. The designer disclaims in END Zone, TCDL= 4.2 psf, BCDL= 6.0 psf anyresponsibility for darrugnuaresult of PROVIDE UPLIFT CONNECTION PER SCHEDULE, ------------ TOTAL DESIGN LOADS------------ or incorrect information, Support 1 500# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Uniform PLF From PLF To truss andhe designs furnishedaCorr to the Wss designer nnd/ Support 2 269# Support 1 229# TC Vert L+D 0 0- 0- 0 -88 9-10-13 Iry the client and the correctness or accuracy of this information as it may relate to a spe- Support 3 149# BC Vert L+D 0 0- 0- 0 -38 9-10-13 cflc project and accepts no respom1bWty or MAX LIVE LOAD DEFLECTION: ..TC... FORCE... CSI ..BC... FORCE... CSI ----MAX. REACTIONS PER BEARING LOCATION----- exercisesnoconwlwithregardtofabrlm- L/999 1- 2 315 0.54 6- 5 -433 0.39 X-Loc Vert Horiz Uplift Y-Loc Type rag, of and Waned Uontrusses. L=-0. 01" D= 0.00" T=-0.01" 2- 3 -42 0.46 5- 4 -444 0.14 0- 5-11 88 229 -500 BOT PIN es. -r lass has been & wssn. 7fis inns has been t in aced u an Individual building component N accordance with MAX HORIZONTAL TOTAL LOAD DEFLBCTION: 6- 1- 9 323 0 -269 HOT H-ROLL '0 ANSI/TPI 1-1995and NDS-97tobeincorporated T= 0.03" 9- 9- 0 220 -149 BOT H-ROLL as pan of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer (registered architect or professional T= 0.03 ^ engineer). When reviewed for approval by the building designer, the design loadings shown ram 1.00 must be checked to be sure that the data shown are In agreement with the local building codes, localclinntic 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 9-10-13 compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid "ftg. they should be braced at a r 3.54 maximum spacing of 10'-O- o e. Connector plate shall be manufactured from 20 gauge hot 2X dipped plvanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabnmtor shall review this drawing to verify that this drawing is In 3X mnfor n ince with the fnbrtmtoes plans and to realize a continuing responsibility for such verl- nc2Uon. Any discrepancies are to be put In i writing before cutting or fabrication. Plates shall not be Installed over knothole, 3-2-13 knot' or distorted grain. Members shall be cut for tight ntang wood to wood bearing. Con- 3-7-6 nector plates shall be located on both fain of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wife x 4' long. A 8x8 plate is (rwide 0-3-13 x 8- long Slot' (holes) inn parallel to the plate length spectned. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size are mtnimum sties based on the forces shown and may need to be Increased for certain hand- 2X4 3X4 ling and/or erection stresses. This truss is not ling 3X4 to be fabricated With fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handing InstaWng d Bractrig•. HIB-91. Trusses areto be handled with particular mm during banding and bundling. delivery and Installation to avoid damage. Temporary and pemninenl braetng for holding trusses In a straight and plumb pcs- Itlon and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of tresses shall be under the central of persons uperlenced in the Installation of trusses Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all (sstening and bracing is completed. 9-10-13 6 5 4 88# 11.31" 323# 11.31" 220# 2.50" 1-5-0 9-10-13 J (111 4-I1) C/L: 6-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5812 WARNINGS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss ID: H2 Date: 10-16-03 (Maronda Systems CONTRACTOR. Dsgnr: TLY Chk: TC Live 16.0 psf DurFaC - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing spawn a i this drawing is not erection bracing. wind bracing• portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psr O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified lomuom determined by the building designer. BC Dead t0.0 psf Design Criteria: TPI TOMAS PONCE P.E. Addltlom it bracing of the overall structure nay be requtred. (see HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 _ ........_. (Truss Plate Institute. TPI. is located at 583 D'Onoirto Drive, Madison. Waconstn 53719). TOTAL 33.0 psf V.09.05.02- 30A 1 1- 8 Design: Mrariz Analysis !UH rArn: L•uLit-LUAUUC31167AN4 JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J ®TY:15 DESIGN INFORMATION TOP CHORDSt 2x4 SP #2 D 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 awst be able 1) 0- 6- 7 3) 7- 0- 0 component and has been based on tnfor atbn transfer 167 pounds of horizontal reaction 2) 7- 0- 0 4) 0- 6- 7 provided by the ctlenL The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- myresponstbdityfordamagesasaresultof Slxpport 1 433# H- 21.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 X-Loc Vert Horiz Uplift Y-Loc Type foulryormignsfumfommtlothetruNnuo support 2 355# Bld Type- Encl L. 30.0 ft W- 7.0 ft Truss 6-10-12 151 167 -355 TOP PIN and/or dntgrs famished to the truss curacydesigner accuracy Support 3 51# in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf 0- 1-12 274 197 -433 BOT PIN by the client and the correctness or of this tnrom,atwnasit may relate toaspe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 6-10-12 81 0 -51 BOT H-ROLL egk project and accepts no responslbilty or L/257 at Mid -panel # 1 exerctses no conuol with regard to fabrics- L•-0.33" D= 0.05" T--0.28" ..TC... FORCE... CSI ..BC... FORCE... CSI truss handling. shipment and installation of trusses. This less has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -69 0.99 4- 3 -2 0.84 individual building component In accordance with T. 0. 00" ANS1/17I 1.1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T. 0 . 00" Designer (registered architect or professional englneerl. when reviewed for approval by the RMB • 1.15 building designer, the design loadings shown must be checked to be sure that the data shown sm In ageemenl with the local building codes, kcal climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or ocoupsncy bads The design assumes 7-"L compression chords (top or bottom) are conUnu- I/ ously braced by sheathing unless otherwise 1 2 specified. Where bottarn chords in tension are not fully braced laterally by a PwpertY applied 0 rigid ceding, they should be braced at a maxim= spacing of I or-O- o.c. Connector plates shag be from 20 gauge hot Attach with (4) dipped galvanized steel meeting ASTM AA 653.actured 16d Toe -Nails Grade 40. unless otherwise shown. FABRICATION NOTES Prtor to fabrication. the fabricator shall review to ' this to verify that this drawing is in I conformance with the fabricaLors plans and to realize a continuing responsibility for such vert- Motion. Any discrepancies are to be put In writtrng before cutting or fabrication. Rates shall not be Wtalled over knotholes. 3'10-3 knots or distorted Vein. Members shall be cut nn 4-3-2 for light filling wood to wood bearing. Con- nector plates shall be located on both fain of the truss with nails fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A BxS plate is 87 0-4-3 wide x Ir long. Slots (holes) ram parallel to the plate length specified. Double cuts on web members shag meet at the ce ntrald of the webs unless otherwise shown Connector plate at= '- am mbdmum sUcs based an the forces shown Attach with (2) and may need to be Increased far certain land- This truss is not T T 3X4 16d Toe -Nails ling and/or erection stresses to be fabricated with fire retardant treated lumber unless otherwise shown. For addltbral idormatlon on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recorrunendatlons art to be followed to accordance with -Handling InsWling a Bm dng*. HIB-91. Trusses are to be handled with particular can during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding tnssn In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for truss,, requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of (uses shag be under the control of persons experienced in the Wta➢atbn of trusses. professional advice shall be sought if needed. Concentration of construction Inds greater than the design Inds shag not be applied to trusses at any time. No bads other than the weight of the erectors stag be applied to trusses until after all fastening and bracing is completed. M I I L 4174)-0 3 275# 3.50" 151# 2.50" 7-" 82## .50" (R�1-0-0 C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss ID: J FMaronda Systems y CONTRACTOR. Dsgnr: TLY Chk: Date: 1-26-04 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or stmgar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing be BC Live 0.0 1� f O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss nimbers only to reduce buckling length. Provisions must made to anchor lateral bracing at ends and specified locatlons determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structuue may be regain. (see HIB-9I of TWI. Code Desc: FLA LICENSE 1Y00S0068 (Truss Rote institute. TPI, is located at 593 D'Ch ofrb Dine. Madison. Wbcc stn 53719). TOTAL 33.o oaf V-0 05 02- 37845- ! 1005 VAMNESSA DR.OVIEDO.M32780 Duign: Matrix Analysis !OH PAIN: 6:17tt-WAUUH31iAIVA4 nta: Uo.a.VZ JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J1 QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #1 D Analysis based on Siatplified Analog Model. -wee--'------ joint Locations--------------- This design is for an Individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 ntust be able 1) 0- 6- 7 3) 7- 0- 0 Z) 7- 0- 0 4) 0- 6- 7 component and has been based on information provided by the client. The designer disclaimu PROVIDE UPLIFT CONNECTION PER SCHEDULE: i:ranlifek 175 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125aph, ----MAX. REACTIONS PER BEARING LOCATION----- anymsponsibWtyfordanagesm■resultof Support 1 352# H= 21.0 ft, I- 1.00, Exp.Cat. B, lizt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type faulty or Incorrect information. specifications PP° rt 2 37Z# Bld Type- Enel L. 30.0 ft W. 7.0 ft Truss 6-10-12 151 175 -372 TOP PIN and/or designs furnished to the trussd-Ignel Support 3 52# in END zoos, TCDL= 4.2 psf, BCDL- 6.0 psf P 0- 1-12 228 205 -352 BOT PIN by the client and the correctness or accuracy of this information as it may relate to a ape- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE r Iapaet Resistant Covering and/or Glazing Req 6-10-12 81 0 -52 BOT H-ROLL cioc project and accepts no responsibility or Support 1 205# exercises no csntml with regard to fabrics- MAX LIVE LOAD DEFLECTION: ..TC ... FORCE... CSI ..BC ... FORCE... CSI tion. handling, shipment and installation of L/267 at Kid -panel # 1 1- 2 -69 0.89 4- 3 -2 0.86 trusses. This truss has been designed os an individual building component inaccordance with L--0.31" D- 0.05" T=-0.26" ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: es port of the building design by a Building T- 0 . 00" Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: crio ncer) When reviewed for approvnl by the T. D DO" building designer• the design loadings shown . must be checked to be sure that the data shown RmB a 1.15 are in agreement with the local building codes. local climatic records for wind or snow lands. project specifications or special applied lands. unless shown. truss has not been designed for storage or occupancy Inds. The design assumm 7-0-0 compression chords (top or bottom) am conunu- ously braced by sheathing unless otherwise 1 2 specified. Where boltorn chords in tension are not fully braced laterally by a properly applied 0 rigid ce6ing. they should be braced at a maximum spacing of 19-0' o.c. Connector Attach with (4) plates shall be manufactured from 20 Puge hot 16d Toe-NAIS dipped gnNanlred 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 i csnformance with the fabrientoes pinns and to raft, a cuntlnuing responsibility for such WTI- flation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut 3-10-3 3-14-3 ang for tight fitting wood to wood bead". Con- necior plate shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about thefotnt unless otherwise shown. A 5X4 plate is 5' wide X 4' long. A 6X6 plate is 6' wile X 8- long. Slats fhaleal run parallel to the plate length speellled. Double cuts on web members shall meet at the ccntruld of the wehs 04-3 unless otherwise shown. Connector plate sirs sites based on the forces shown are mtramum and may need to be Increased for certain hand- Attach Wlth (2) Iing and/or erection stresses. This truss is not to be fabricated with fire retardant hated tumber unless otherwise shown. For additional T T 3X4 16d Toe-NAIS information on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with 'Handling InsUdit" R Bracing'. HIB-91 Tnuses aR to be handled with particular are during bandbng and bundling. delivery and Installation to avoid damage. Temporary and pernanenl bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ing is essential and emetlon bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid loPPing and dmdnoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses Professional advice shall be sought if needed. Concentration of construction lads grater than the design loads shag not be applied to trusses at any tlma. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed I I 7-0-0 q Ilk 3 229# 3.50" 152# 2.50" " CAL: 6-10-12 EXCEPT AS SHOWN PLATES ARE 11.20 GA TESTED PER ANS11TPI 1-1995 Over 3 Supports (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNG99A DN.OVI6DO.i1.32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracmg shown on this drawing b not erection bracing. wind bracing. portal bracing or sindar 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 lress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specNed locations determined by the building designer. Additional bracong of the ovens➢ structure may be required. (See HIB-91 of TP9. (View Plate Institute. ZPI. b located at W3 D'Onofrlo Drive. Madison. Wisconsin 53719). scale = 0.5456 Eng. Job: Dwg: Truss ID: J 1 Dsgnr: TLY Chk: Date: 1-26-04 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 Cade Desc: FLA TOTAL 33.0 psf V:0 05 8 6- ure. ,a sn m De l:n: MMrd ,v:myflf vva rnrnr �.urcw v o JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J2 ATY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on Simplified Analog Model. ............—Joint Locations--------------- Thbdeslgnbforanndlvidualbulldng BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 angst be able 1) 0- 7-12 3) 7- 0- 0 co,nponent and has been based anwomawon transfer i38 pounds of horizontal reaction 2) 7- 0- 0 4) 0- 7-12 provided by the client. The designer disclaim PROVIDE UPLIFT CONNEMON PER SCHEDULEt WndLod per ASCE 7-98, C&C, V. 125aph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damages as a result of Support 1 435# H- 21.0 ft, 1- 1.00, Exp.Cat. B, &zt• 1.0 X-Loc Vert Horiz Uplift Y-Loc Type faulty or Incorrect infortnstion.specifleatlons Support 2 354# a Bld Type. Encl L- 30.0 ft W- 7.0 ft Truss 6-10-12 151 138 -354 TOP PIN and/or designs furnished to theta deslgnv Support 3 46# in BrID zone, TCDL- 4.2 Oaf, BCDL- 6.0 psf 0- 4- 0 275 162 -435 BOT PIN by the client and the correctness or accuracy ofthb tnfomntion as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 6-10-12 81 0 -46 BOT H-ROLL cinc project snd accepts no respomlbtlmy or L/271 at Mid -panel # 1 exercises no contrvi with regard to fabrics- L=-0.31" D- 0.05" T--0.26" ..TC...FORCE... CSI ..BC... FORCE... CSI ten. handling. shipment and lof MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -59 0.93 4- 3 -2 0.79 a mlgneedd as an lnlsaes. This truss has been ddesig indMdual building component in accordance with T- 0 . 00" ANSI/TPI 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEPLECTIONI as part of the building design by a Bug" T- 0.00" Designer (registered architect or professional -� englneerl. When reviewed for approval by the RqB a 1.15 building designer. the design lmdinp shown must be checked to be sure that the data shown are In ageement with the beat building codes. local cLtmUc records for wind or snow bads. project specifications or special applied (cods. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes 1, 7-0-0 mnpressbn chords (top or botlonn) are conunu- ously braced by Sheathing unless otherwise 1 2 specified. Where bottom chords in tension arc not fully braced laterally by a properly applied Q tigd ceiling, they should be braced at a maxenum spacing of Ia4r o.c. Connector plates Shan be manufactured from 20 gauge hot Attach with (4) dipped galwnbed steel meeting ASTM A 653. 16d Toe -Nails Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwng is n i conformance with the fabrtcotors plans and to realize a wntmung responstbinty for such veri- fication. Any discrepancies are to be put In writing before cutting m fabrication Plates Shan not be Install wer knotholes. 3-3-1 knots or distorted gmem a. Mbm shall be cut 3-74 for tight fitting wood to wood bearing. Con- nector plates Shan be located on both faces of the truss with nags fully embedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4- long. A (fxe plate Is fr 0-4-1 wide x 9' long. Slot. (holes) run psratel to the plate length specified. Double cuts an web members shag meet at the eentrold of the webs unless otherwise shown. Connector plate sizes ■m mntmum styes based on the forces shown Attach with ( ) and may need to be tncrwrt ed for ceain hand• This truss is not T T 3X4 16d Toe -Nails ling and/or erection stresses. to be fabricated with fire retardant treated lumber unity otherwise shown. For additional nforrantion on Quality Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES All bracing and erection rcconunendaub are to be followed in accordance with -Handling Installing d Bracing HIB-91. Trusses are to be handled with particular core during banding and bundWng, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for misting lateral forces shall be designed and Installed by others. Careful hand- ung is essential and erection bracing Is always required. Nontul precautionary action for trusses requires such temporary bracing during tnstauation between trusses to avoid toppling and dombhotng. The supervision of erection of trusses shag be under the control of persons experienced in the installation or tn„aes. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to teases at b any time. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing b canpleted. L 74)-0 L . 4 275# 8.00" 151# 2.50" 14)-0 74)-0 81# 22.50" (RO-11-9) CIL: 6110-12 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwgc CONTRACTOR. Dsgnr: TLY Chit: BRACING WARNING: TC Live 16.0 psf Bracing shown on Oils drawing b not erection bracing. wind bracing, portal bracing or sbnllar bracing TC Dead 7.0 psf which Is apart of the building design and which must be considered by the bug" designer Bracing BC Live 0.0 psf shown b 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. BC Dead 10.0 psf Additional bracing of the overall structure my be requbed. (See HIB-91 of TPI). Muss Rate Institute. TPI, b located at 5W D'Onofrb Drive. Madison. Wtscomn 53719)• TOTAL 33.0 asf scale = 0.5829 Truss ID: J2 Date: 1-26-04 DurFac - Pit: 1.25 O.C. Spacing: 24.On Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JUn r-nsn: l,:um-wAvvnJu A. JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J2A ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ... ___=__=====joint Locations ---------====a== This design is for an individual building BOT CHORDSt 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 7-12 3) 7- 0- 0 5) 4- 4- 0 component and has been based on information WEBSI 2x4 SP #3 tfansfei 158 pounds of horizontal reaction 2) 4- 4- 0 4) 7- 0- 0 6) 0- 7-12 provided by the cbent- The designer disclaims WndLod per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- any responsibility far damages ma result of PROVIDE UPLIFT CONNECTION PER SCHEDULEt H- 21.0 ft, I= 1.00, Exp.Cat. B, RZt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type faulty atincorrect information. specifications Support 1 163# Bld Type. Part L- 30.0 ft W- 7.0 ft Truss 6-10-12 48 158 -60 TOP PIN and/or designs furnished to the truss designer Support 2 60# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 4- 0 119 151 -163 BOT PIN by the client and the correctness or accuracy of this information as n may relate to ■ ape- rt 3 679# Support 4- 4- 0 314 0 -679 BOT H-ROLL cdle project and accepts no responulbWty, or Support 4 13# TC... FORCE... CSI ..BC... FORCE... CSI 6-10-12 41 0 -13 BOT H-ROLL csertsnnocontrol with regard tofabno- MAX LIVE LOAD DEPLECPIONi 1- 2 -70 0.35 6- 5 -17 0.25 tion. handling. shipment and Installation of L�999 2- 3 131 0. 37 5- 4 -4 0.11 trusses. This truss has been designed as an individual building component in accordance with L=-0.03" D. 0.00" T=-0.02" ANSI/TPI I-19%and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTIONr as part of the building design by o Bullding T- 0.00" Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION t engineer). When reviewed for approval by the T- 0.00" building designer. the design loadings shown must be checked to be aura that the data shown RM8 = 1.15 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 Inds. The design assume 7-0-0 I/ compmsalon chords (top or bottom) tiro continu- ously braced by sheathing unless otherwise 1 2 3" specified. Where bottom chords in tension ore not fully braced laterally by a property applied Q rigid ceiling, they should be braced at • maximum spacing of lo'-V o.c. Connector plate Shall be manufactured from 20 gauge hot Attach (3) dipped galvanized steel meeting ASTM A 653. 10d Toe--NaNails Grade 40. toles otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance lath the fabrfwtola plans and to 2X4 19 realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication Plates shag not be Wtalled over knotholes. knots or distorted gain Member shag be cut 3-3-1 3-3-1 for tight filling wood to wood bearing Con- nector plates shall be located on both face of the truss with nulls fully imbedded and shag be sym. about the Joint unless otherwise shown. A SO plate is 5- wide x 4- ling. A 6x8 plate is (- wide x 8- long. Slits (hoks) run parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the webs 0-4-1 unless otherwise shown. Connector plate sire are mintmu n sizes based on the forces shown and may need to be Increased for certain hand- Lji ling and/or erection stresses. This truss is not With (2) to be fabricated with fire retardant treated to lumber unless otherwise shown. For additional 3X4 2X4 lOd Toe -Nails information on Quality Control refer to ANSI/7" 1.1995 PRECAUTIONARY NOTES AD bra" and erection recommendations are to be followed in accordance with -Handling installing d Brach(. HIB-91. Trusses are to be handled with particular care during banding and bundlb% delivery and installation to avoid damage. Temporary and pernanent bra" for holding trusses in a straight and plumb pos- ition anti for resisting lateral forces shall be designed and Wtalled by others. Careful hand- ling is essential and erection bracing Is always required. Normal precouttonary action for trusses requires such temporary bracing during installation between trusses to avoid loPPbng and dombnotr4 The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentration of construction (cods greater than the design bads stag not be applied to trusses at any tine. No foods other than the weight of the erectors shag be applied to trusses until after sg fastening and bracing is completed. 1191/ 8.001r 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 10a5 VANNFSSA DP OVIEDO.fL32766 314# 8.00" 49# 2.50" 42# 2 50" C/L: 44-0 C/L: 640-12 Over 4 Supports scale = 0.6451 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing Shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bre" 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 only to reduce bucking length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure nay be required. (See HI9-91 of TPI). (fruss Plate Institute. TR, is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WU HANA4 Dwg: Truss ID: J2A Dsgnr: TLY Clot: Date: 1-26-04 TC Live 16.0 psf DurFac - 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 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 vsf V.n9115 n2- 37AAR- < Design: Matrix Analysis JUH fAiN: L:11=-t.UAVUn3iwvA4 JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J3 ATY:7 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ... == ......... Joint Locations =====__---___-- Thu design is for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 —,at be able 1) 0- 6- 7 3) 5- 1- 8 component and has been based on tnfornallon transfer 141 pounds of horizontal reaction 2) 5- 1- 8 4) 0- 6- 7 provided by the client. The designer disclaims PROVIDE UPLIFT C00WTION PER SCHEDULE: WndLod per ASCB 7-98, CBC, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsrotutyfordamagesas■resultof Support 1 399# H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type corct information. specifications faulty or incorrect Support 2 278# Bld Type. Enel L. 30.0 ft Wo 5.1 ft Trues 5- 0- 4 110 141 -278 TOP PIN and/ordeslgmfumtshedtothetru"desigrer accuracy Support 3 43# in END zone, TCDL= 4.2 psf, BCDL= 6.0 of P P 0- 1-12 213 184 -399 HOT PIN by the client and the correctness or of this Information as 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 no co trol with regard to fabric*- L=- 0.10" D- 0.01" T=- 0.08" ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI installationorMAX souses. HORIZONTAL 70TAL LOAD DEFLECTION: 1- 2 -50 0.65 4- 3 -2 0.50 asses. This truss has been designed u an This rhiprnesbeen IndWual building component in accordance with T- 0. 00" ANSI/TP1 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T- 0. 00" Designer (registered architect or professional engtneer). when reviewed for approval by the RMB = 1.15 building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy Inds The dwtgn assumes 5-1-8 compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise l 2 specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at • maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot Attach With (4) dipped gahvanteed steel meeting ASIM A 653. lOd Toe-Nal1S 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 fabricotoYa ptvs and to i realize a continuing responsibility for such nrl- flention. Any discrepancies are to be put in writing before cutting or fabricattn. Plates shall not be installed over knotholes. 2-10-15 knots or distorted grain. Members shall be cut 3-3-14 for tight fitting wood to wood benrtng. Con- nector ptlates shall be located on both faces of the ass with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 0-4-3 5x4 plate is 5- wide x 4- long. A 6x8 plate Is it wide x 8- long. slots (holes) run pamul to Double web the plate length specified. cuts on members shall meet at the centro:d of the webs unless otherwise shown. Connector plate sbes Attach with (2) tie mtntmum ate based on the forces shown need to be increased for certatn hand• 3X4 10d Toe -Nails and may wig and/or erection stresses. This trvsa is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional bdorrnntion on Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES All bracing and erection reeornmendatbm an to be followed in accordance with -Handling Installing d Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tnu in a straight and plumb pos- abn and for resisting lateral forces shall be designed and installed by others Careful hand- Wg is essential and erection bracing is always required. Normal precautlonary action fm tm"es requires such temporary bmting during installation between trusses to avoid toppling and domino". The supervision of erection of trusses shnll be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing b completed. 5-1-8 4 3 213# 3.50" 110# 2.50" 1-0-0 5-1-8 61N 50" (Ball-11) CAL: 104 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 Over 3 Supports �Iaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 WARNING: READ ALL NOTES ON THIS SHEET. 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 m this drawing is not erection bracing. wind bracing. portal bracing or sbnllar bracing TC Dead 7.0 psr which is a put of the buWMg design and which must be considered by the building designer. Bracing be BC Live 0.0 psf shown is far members support of truss membonly to reduce buckling length. Provisions must made to anchor lateral bracing at ends and specified locations determined by the bulldtng designer. BC Dead 10.0 psi Additional bracing of the overall structure my be required. (See HIB-91 of TP0. rt ma Plate Institute. TP1. Is located at 583 D'Onofrb Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf scale = 0.6319 Truss ID: J3 Date: 1-26-04 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis Jvff FAA t- litt-tvAuvrfavrnrvn4 JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J4 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. .............. Locations ----------- This design is for an individual building BOT CHORDS t 2x4 SP #2 Field Connection at Support 1 -,at be able transfer 141 pounds of horizontal reaction 1) 0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 component and has been based on information provided bythe cltent.The designer dfscla&• PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125niph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponslbwtyfordamagesuaresultof Support 1 303# He, 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 X-Loc Vert Horiz Uplift Y-LOc Type faulty or Incorrect Information. specifications 2 Bld a Enel L. 30.0 ft W- 5.1 ft Truss 5- 0- 4 110 141 -278 TOP PIN and/ordesigns fumbhedtothe truss designer Support 3 43# in Eta zone, TCDLm= 4.2 psf, BCDL. 6.0 psf 0- 1-12 167 184 -303 HOT PIN by the client and the correctness or accuracy of this information as it may relate to ■ ape- MAX LIVE LOAD DEFLECrIONI Inpaet Resistant Covering and/or Glazing Req 5- 0- 4 60 0 -43 Bar H-ROLL cifle project and accepts no responsfbWty or exercises nocontrol w1thregard tofabrics- L/643 at Mid -panel # 1 L--0.10" D- 0.01" T--0.08" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Lion, handling. shipment and Installation of MAX HORIZONTAL TOTAL LOAD DEFLECfIONi 1- 2 -50 0.65 4- 3 -2 0.50 trsaes. This tnw has been designed as an mdNWual building component in accordance with T- 0. 00" ANSirrPl 1.1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building Tc, 0. 00" Designer (registered architect or professional engineer). When reviewed for approval by the RMB - 1.15 building designer, the design loadbnga shown must be checked to be sure that the data shown are In agreement with the local buildby codes. local cibr atic records for wind or snow )cods. project specifications or special applied bads. Unless shown. trttss has not been designed for storage or occupancy bads. The design assumes 5-1-8 compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise 1 2 specified. Where bottom chords in tension are not fully braced laterally by a property applied 0 rigid cellmg. they should be braced at • maximum spacing of 1oe-T o.c. Connector plates shall be manufactured from 20 gauge hot AMN A 853, Atta h with (4) Toe dipped galvanlnd steel meeting Grade 40. unless otherwise shown. 10d -Nails FABRICATION NOTES Paw to fabrication. the fabricator shall review this drawing to verify that this drawing is In canformance with the fabricators plans and to realise a continuing responsibility for such verl- I flcaton Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Insudled over knotholo. knots or distorted gam. Members shall be cut 2-10-15 2-10-15 for light fitting wood to wood bearing. Con- nector plates shall be located on both fain of the truss with nalb fully imbedded and shall'be sym. about the joint unless otherwise shown. A 50 plate is 5- wide x 4- long. A 8x8 plate is (r wide x 8- king. Slots (holes) run parallel to the plate length specified. Double cuts an web 0-4-3members shall meet at the centrvid of the wets unless otherwise shown. Connector plate sizes Om mknbnum sizes based on the forces shown and may need to be increased for certain hsnd- is Attach with (2) Wg and/or erection stresses. This taw not to be fabricated with fire retardant treated shown. For additwnal 3X4 10d TOe-Nails lumber unless otherwise Warmslbn on Quality Control refer to ANSI/'IW 1.190 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing a emchW. HIB-91. Trusses ore to be handled with partteubr care during banding and bundling. dellvery and installation to avoid damage Temporaryand permanent bracing for holding tntsses in a straight and plumb pos- Itlon and for resisting Lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for troves requlrn such temporary, bracing dun" installation between troves to avoid toppling and doodnotng. The supervision of erection of trusses shall be under the control of persons mpenenced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads getter than the design (cads shall not be applied to tnsses at any time. No Inds other than the weight of the erector shall be applied to busses until alter all fastening and bracing is completed. 5-1-8 .) 4 31 167# 3.50" 110# 2.50" 61# 2 50" 5-1-8 CIL: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIIT'PI 1-1995 Over 3 Supports scale = 0.7213 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Dsgar: TLv Chk: : Truss ID: J4 Date: 1-26-04 (Maronda Systems CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing the building design and which must be considered by the building designer. Boeing TC Live 16.0 psf TC Dead 7.0 psf DurFac - Lbr: 1.25 DurFae - Pit: 1.25 O.C. Spacing: 24.0" 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 which is a part of shown b support of Lateral suppoof truss members only to reduce buckling length. provisions must be locators determined by the building designer. BC Live 0.0 f Design Criteria: TPI made to anchor Lateral bracing at ends and specified BC Dead 10.0 psf PONCE P.E. Additional bracing of the over"structure my be required. (see HlB-91 ofW11. overall Code Desc: FLA LICENSE #0050068 Ttss Plate Instaute. TR, is located at 583 D•Ortofno Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V'0 05 0 - 3 850- IOW VANNESSA DP OVIEDO.FL]276E Dafjn: Mainx AnafyzU Jun rein: JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J5 ATY:3 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- 7-12 3) 5- 1- 8 component and has been based on tnforrmtlon tiansfer 119 pouhds of horizontal reaction 2) 5- 1- 8 4) 0- 7-12 provided by the ellent. The designer disclaim PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- any responsibUiry for damages as • result of Support 1 448# H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 X-LOC Vert Horiz Uplift Y-Los Type faulty or incorrect information. specifications Support 2 284# Bld Type- Part L. 30.0 ft W- 5.1 ft Truss 5- 0- 4 110 118 -284 TOP PIN and/or design furnished to the truss dolper or accuracy Support 3 79# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 4- 0 213 153 -448 BOT PIN by the client and the correctness of this information a it may relate to a spe- MAX LIVE LOAD DEFLECTION: 5- 0- 4 96 0 -79 BOT H-ROLL cNc project and accepts no responsibility or L/688 at Mid -panel # 1 ..TC... FORCE... CSI ..BC... FORCE... CSI exem "nocontrol with regard tofabrics- L--0.09' D- 0.01" T--0.08a 1- 2 -42 0.64 4- 3 -3 0.52 lion, handling. shipment and Installation of trusses 7fib truss has been designed a an MAX HORIZONTAL TOTAL LOAD DEFLECTIONt individual building component in accordance with T- 0. 00" . ANSIfM 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL. LIVE LOAD DEFLECTIONt a part of the building design by a Building T- 0.000 Designer tmgtstered architect or professional englnmi. When reviewed for approval by the RMB or1. 15 building designer, the design Imdlnp shown ' must be checked to be sure that the data shown are in ageement with the bat building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads The design assumes compression chords (lop or bottom) are conilnu- ously braced by sheathing unless otherwise 1 2 specified. Where bottom chords In tension are not fully braced laleraly by a property applied be braced Q rigid ceiling. they should at ■ maximum spacing of 101-0- o e. Connector plates shall be manufactured from 20 gauge hat dipped steel meeting ASTM A 653. Alta h with (4) Toe galvanized th Grade 40. unless otherwise shown. 10d -Nails FABRICATION NOTES �IppII Prior to fabrication. the fabricator shall review �y this drawing to verify that this drawing Is in conformance alth the lobnators plate and to realize a continuing responsibility for such vent - Ration. Any discrepancies are to be put in wilting before cutting or fabrication. poles shall not be butalled over knotholes. 2-5-11 knots or distorted grain. Members shall be cut Can- 2-9-14 for light fitting wood to wood beutn& nector plates shall be looted on both laces of the thus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 0-4-1 50 plate is 5- Wide x 4- long. A 8x8 plate is 8' wide x 8- bng. Sots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrokt of the Webs unless otherwise shown. Connector plate sues with (2) are mintmum stm based on the font shown and may need to be Increased for certain hand- T 3X4 10d T lOd Toe -Nails Itng and/or erection stresses This taw is not I to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Womna ion on Quality Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendatiorls tie to be followed In accordance with 'Handll ng Installing A Bracing. HID-91. Trusses ore to be handled with particular are during banding and bundling. delivery and butaQalion to avold damage. Temporary and permanent bracing for holding muses in a strotot and phimb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- Bn g 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 erection of tresses shall be under the control of persons experienced In the Wtalbtiion of trusses. Professional advice shall be sought if needed. Concentration of construction loads gester than the design bads shall not be applied to lawn at onban y time. No ads other ththe weight of the erectors shall be applied to truism until after all fastening and bracing b completed. �99 - r 5-1-s 4 3 214# 8.00" 110# 2.50" 1-" 5-1-8 97# 2 50" (110-11-9) C/L: -0.4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.7443 FMaronda Systems WARNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: war-. "AriA4 Truss ID: J5 CONTRACTOR. Dsgnr: TLY Chk: Date: 1-26-04 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing showm on this drawing Is not erection bracing. wind bracing. portal bm" or similar bracing TIC Dead 7.0 psf DSpacing: urFae -Pit: 1.25 SANFORD, FL. 32771 which Is a part of the budding design and which must be considered by the building designer. Bracing24.0" length. be BC Live 0.0 psf O.C.t /0.0 (407) 321-0064 Fax (407) 321-3913 showisn for lateral support of truss members only to reduce buckling Provisions must made to anchor lateral bracing at ends and specified locations delennhred by the building destpm BC Dead 1l� f Design Criteria: TPI TOMAS PONCE P.E. AddWoml bracing of the overall structure nary be required. (See HIB-91 of TPB. Code Desc: FLA LICENSE #0050068 �_....._-. ..... (thus Plate Institute. TPi, Is baD' located at 583 Onofrto Drive. Madison. Wisconsin 537191• TOTAL 33.0 Dsf V-no nS n9_ 37ARI_ 1 Design: Mans Analysis JUH PAIN: t::utsm4.UAuva3I11n1vA4 raw: uo.w.vz JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J5A ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ............==Joint Locations...-e=.-°save°- ' This design is for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 :must be able 1) 0- 7-12 3) 5- 1- 8 component and has been based onlnforrnauon transfer 118 pounds of horizontal reaction 2) 5- 1- 8 4) 0- 7-12 provided by the cbent The dnlgner disclalms PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCS 7-98, C&C, V- 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibmtyfordamagesasaresultd Support 1 352# H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 X-IAC Vert Horiz Uplift Y-Loc Type faulty or Incorrect Information, speelflmtions Su rt 2 284# Bld Type. Part L. 30.0 ft W- 5.1 ft Trues 5- 0- 4 110 118 -284 TOP PIN and/or designs furnished to the truss designer ppo by thechentand the correctness oraccuracy Support 3 79# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 4- 0 170 153 -352 BOT PIN of this information os 0 may relate to a spe- MAX LIVE LOAD DEFLECTION: 5- 0- 4 96 0 -79 BOT H-ROLL cifc project and accepts no responsibility or L/688 at Mid -panel # 1 ..TC... FORCE... CSI ..BC... FORCE... CSI exercises no control with regard to fabrlca- L--O. 09" Do 0. 01" T=-O. 08" 1- 2 -42 0.64 4- 3 -3 0.52 lion, handltng. shipment and Installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION: trusses. This truss has been designed as an IndMdtal buDdbng component In accordance with To 0 . 00" ANSI/7P1 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTIONS as part of the building design by a Building T- 0.000 Designer (registered arehltect or professional engbneerl. When reviewed for approval by the RKB a 1.15 building designer, the design landings shave must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed far storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- L 5-1-8 L ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 not fully braced laterally by a properly applied rigid ceiling. they should be braced at a 0 ma,drnum spacing of Io-T o.e. Connector plates shall be manufactured from 20 gauge hot dipped pfmnt=d steel meeting ASTM A 653 Attach with (4) Grade 40. unlessotherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fnbrimtofs plans and to tall= a continuing responsibility for such verl- flmtion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Wtalled over knotholes. knots or distorted grain. Members shall be cut for ULht fitting wood to wood bearing. Con- 2-5-11 2-5-11 nector plates shall be baled an both faces of the truss with nabs fully imbedded and shall be sym. about the joint unlm otherwise shown. A 5x4 plate is 5' wide x 4' long. A Bx8 plate is 0' wide x fr long Slots (holes) run parallel to the plate length specified. Double cub on web 0-4-1 members shall meet at the centrvld of the webs unless otherwise shown. Connector plate sizes am minimum sizes based on the farces shown and may need to be Ineressed for certain hand- Ltng and/or erection "tresses. This taw Is not to be fabricated with fire retardant treated T Attach with (2) lumber unless otherwise shown. For additional T 3X4 10d Toe -Nails information on Quallty Control refer to ANSIrm 1-ID95 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with 'Hi ndltng 5-1-8 installing a Bracing, HIB-91. Trusses are to 4 3 be handled with particular mm during banding and bundling. delivery and WtWhUon to avoid 171# 8.00" 110# 2.50" damage Temporary and permanent bracing 9971E 2 50" for holding trusses in a straight and plumb pos- 5-1-8 Ition and for misting lateral forces shall be C/L: -04 designed and installed by others. Careful hand - Ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TP1 1-1995 Over 3 Supports scale = 0.8488 required. Normal precautionary action for trusses requires such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: installation between trusses to avoid toppling and domlming. The supervision of erection d Dwg: Truss ID: J5A hall busses sbe under the control of persons [Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING experienced in the installation of trusses. CONTRACTOR. Dsgtlr: TLY Chk: Date: 1-26-04 Prafeaslonal advice shall be sought if needed. TC Live 16.0 psf DurFae - Lbr: 1.25 Concentration of loads greater BRACING WARNING: than the design t Wads shall not other r than l0 4005 MARONDA WAY Bracing shorn on this do is not erection bracin rind bracing. portal bracing or similar bracing TC Dead 7.0 f DurFae - Pit: 1.25 busses a any time. No Inds other :fan the g wing (r weight d the erectors side be applied to SANFORD. FL. 32771 which is " pert of the building truss and which must reduce considered by the . Pravt designer. Bracing BC Live 0.0 f O.C. Spacing: 24.0° trusses until after on fastening and bracing (407) 321-0064 Fax (407) 321-3913 shorn is for lateral support d taw members only to reduce buckling length. a building loco must be pS is completed. made to anchor lateral bracing at ends and specified lucalfora detemnaned by the budding designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be reclubvd. (See HIB-91 d7P11. Code Dese: FLA LICENSE A0050068 frruss Rate institute. 1". is located at 5B3 WOnafrlo Drive. Madison, Wisconsin 5V19). 1005 VANNESSA DROVIBDO.FL32768 TOTAL 33.0 psf V'0 0 852- 13 Desfgm: Minix Anafyrft !Ue rAfH: L:urs-WAVUMIHANA4 nta: uo.w.UL JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J6 ATY:7 DESIGN INFORMATION TOP CHORDSt 2x4 SP #2 Analysis based tin Simplified Analog Model. ..............Joint Locations ............... This destgn Is for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 6- 7 3) 3- 1- 8 component and has been based an wommllon Eiansfer 86 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 6- 7 provided by the cltent.The designer disclaim PROVIDE UPLIFT CONNECTION PER SCHEDULES WndLod per ASCS 7-98, ChC, V. 125uph, ----MAX. REACTIONS PER BEARING LOCATION ----- anyresponsibility for damagesuaresult or Support 1 288# H. 21.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 X-Los Vert Horiz Uplift Y-Loc Type faulty or incorrect tnfomntlon.specificatiom Su rt 2 176# Support Bld Type. SnCl L. 30.0 ft W. 3.1 ft Truss 3- 0- 4 67 86 -176 TOP PIN and/or deslgu furnished to the truss destg cr by the client and the correctness oraceuraey Support 3 26# in END zone, TCDL. 4.2 psf, BCDL• 6.0 psf 0- 1-12 148 111 -288 BOT PIN of this tnforrnatlon ns u may relate to a spe- MAX LIVE LOAD DEFLBCTIONt Impact Resistant Covering and/or Glazing Req 3- 0- 4 36 0 -26 BOT H-ROLL cdk project and accepts no responsibility or L/999 exercises no control with regard to fabrics- L.- 0.01" D• 0.00" T. - 0.01" ..TC ... FORCE... CSI ..BC ... FORCE... CSI truss handling. shipment and of MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 29 0.25 4- 3 -2 0.19 led u an trusses. This lntaa Ines been designed inddual building has individual 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 (regstered architect or professional engneed. When reviewed for approval by the RMB . 1.15 budldbng designer. the design loadings shown must be checked to be sure that the data sham are in agreement with the local building Codes. local citroatlo records for wind or snow lands. Project specifications or special applied Inds. Unless shown. tnus has not been designed for storage or occupancy Inds. The design assurnes L 3-1-8 L canpressson chords (top or bottom) are contunu- _ ously braced by sheathing unless otherwise 1 2 specified. Where bottom chords to tension are not fully braced laterally by a Property applied 0 ripd ceding, they should be braced at a roaximum spacing of 10'-0- o.c Connector plats stall be manufactured frorn 20 gauge has Attach with (3) dipped galvanized steel meeting ASTM A 653. lOd Toe-Na1b Grade 40. unlessotherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformnnco alth the fabricators plan and to realize o continuing responsibility for such veri- fication. Any discrepancies are to be Put to writing before cutting or fabrication. 1-10-1$ Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut 2-3-14 far tight fitting wood to wood bearing. Con- neclor plates shall be located on both fain of the truss with nails fully imbedded and *hall be "Tit. about the joint unless otherwise sham. A 5x4 plate is5- wide x 4- long. A W plate istr �— wide x ir long. Skis (holes) rum parallel to the plate length specified Double cub on web 0-4-3 Attach with (2) members shag meet at the eentrold of the webs lOd Toe-Na11S unless otherwise shown. Connector plate al= arc minimum size based on the forces shown 3X4 and may need to be increased for certain hand- Wg and/or erection stresses. This true is not to be fabricated with fire retardant treated lumber unlw otherwise shown. For addltlonal mforrantbn on Quality ContrW refer to ANSIfM 1-Ifi95 ' PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with'Handling Installing a Bracing-. HIB-91. Trusses are to be handled wtth particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permsnent bracing for holding trusses In a straight and plumb pn- Won and for resisting lateral force shall be designed and installed by others. Careful hand- ling is essential and erection bmcbng Is always required. Nomnal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommob4 The supervision of erection of trusses shall be under the central or persons experienced In the installation of trusses. professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at b any time. No ads other than the welgrt of the erectors shall be applied to trusses until sitter all fastening and bracts{ is completed. 3-1-8 4 3 148# 3.50" 67# 2.50" 140-0 3-1-8 37N 2 On (RO-11-11) C/L: 3-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-OCA4 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1008 VANNEWA DFLMF O.FL327ad WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building destgn 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 node to anchor lateral bracing at ends and spectned bastions determined by the bu*lt ng designer. Additional bracing of the overall structure may be required. (See HfB-91 of TPB. (Truss Plate Institute. TPI. b looted at 583 D'Onofrio Drive. Madison. Wbaonstn 53719). scale = 0.9039 Eng. Job: WO: HANA4 Dwg: Truss ID: J6 Dsgnr: TLY Chk: Date: 1-26-04 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 asf V-no ns 02- 37R53- 1 Design: Matrix Analysis JOB PAIN: CA1&&,f.VAVUUJVIANA4 nun: no-- JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J7 CITY:I DESIGN INFORMATION TOP CHORDSt 2x4 SP #2 Analysis based on Simplified Analog Model. .............=Joint Locations=.............. This design is for an Individual budding HOT CHORDS t 2x4 SP #2 Field Conection at . Support 1 oust be able ner 1) 0- 6- 7 3) 3- 1- 8 component and has been lased oninformilon transf86 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 6- 7 provided by the client. The designerdtulamu PROVIDE UPLIFT CONNECTION PER SCHEDULE WftdLod per ASCE 7-98, C&C, V. 125uph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damages u a result of Support 1 192# H. 21.0 ft, I. 1.00, Exp.Cat. B, Xzt• 1.0 X-Loc Vert Horiz Uplift Y-Loc Type faultyand/ or incorrect fications Support 2 176# Bld Type. Enel L. 30.0 ft W. 3.1 ft Truss 3- 0- 4 67 86 -176 TOP PIN rdesignsfulnishedton. thetru adesign and/or designs famished ct the truss designer bythe client and the rzrtectinessoramxvrscy Support 3 26# in SDID zone, TCDL. 4.2 psf, BCDL. 6.0 psf 0- 1-12 102 111 -192 HOT PIN afthis tdormation as It may relate to a spe- MAX LIVE LOAD DEFLECTIONt impact Resistant Covering and/or Glazing Reg 3- 0- 4 36 0 -26 HOT H-ROLL cdk project and accepts no responsibility or L/999 exercises no control with regard ofabnca- L.-0.01" D- 0.00" T=-0.01" ..TC... FORCE... CSI ..BC... FORCE... CSI Lion. handling, shipment and installationofHORIZONTAL trusses. This trues has been designed as an ,� LOAD DEFLECTION: 1- 2 29 0.25 4- 3 -2 0.19 Individual budding component in accordance with To, 0. 00" ANSIrM 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL, LIVE LOAD DEFLECTIONt as part of thebudding design by a Budding T= 0. 00" Designer (registered architect or professional engtneed. when reviewed for approval by the RMB w 1.15 building designer. the design landings shown must be checked to be sure that the data shown are in agreement with the local building codes. local e@natic records for wind or snow loads. project specdkatlom or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes 3-1.8 compression chords (top or bottoml are contlnu- ously broad by sheathing unless otherwise 1 2 specified. where bottom chords in tension are not fully braced laterally by a property applied be braced at a Q rigid ceWng, they should maximum spacing of I0'-0• o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach w th (3) th Grade 40. unless otherwise shown. 10d Toe -Nails 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 n continuing responsibility for such vert- flation. Any discrepancies are to be put In wAUng before cutting or fabrication. Plates shad not be tnstalkd over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- 1-10-15 1-10-15 necor plates shall be located on both fain of the truss with nails fully imbedded and shall be sym. about the joint mlw otherwise shown. A 50 plate is 5' wide x 4• long. A 6x8 plate b 6' wide x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centsold of the webs unless otherwise shown. Connector plate at= T are minimum sizes based on the form shown T and may need to be Incased for certain hand- 04-3 - -- ling and/or erection stresses. This truss b not Attach with(2) to be fabricated with fire rtnrdant treated 10d Toe -Nails lumber unless otherwise sham. For additional 3X4 information on Quality Control refer to ANsirn 1 1-19M PRECAUTIONARY NOTES An bracing and erection recommendations are 3-1-8 to be followed in accordance with'KwWlbng installing Q Brselne. HfB-91. Trusses are to lo 4 3 be handled with particular care durtn( banding and bundlM& delivery and instafhtlon to avoid 102# 3.50" 67# 2.50". damage. Temporary and pemanenl bracing 37rt' for holding trusses in a straight and plumb pm• 14 3-1-8 - Iton and for resisting lateral forces shall be C/L: designed and installed by others. Careful hand- ling is essential and erectlan bmcing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 1.0986 required. Nornul preautlonary action for trusses requires such temporary bracing during . WARNING: READ ALL NOTES ON THIS SHEET. ng• E Job: installation between trusses to amid toppling and dominotng. The supervision of erxtiond trusses shall be under the control of persons [�Mjaronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J7 experienced in the installationoftrusses. J CONTRACTOR. Dsgnr: TLY Chk: Date: 1-26-04 Professional advice shall be sought if needed. Cortcenttatlonof construction loads greater BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 than the design loads shall not applied to al any line. No loads other than the 4005 MARONDA WAY Bra crag shown on this drawing Is not erection bracing, and bracing, portal bracing or similar bracing TC Dead 7.0 psi DurFae -Pit: 1.25 weight afthe erectors shall be applied o SANFORD, FL. 32771 which Is a pan of the budding design and which must be considered by the budding designer. Bra" budding length Prwbions be BC Live 0.0 psf O.C. Spacing: 24.0" truss -until alter all fssterWng and bracing is oompleted (407) 321-0064 Fax (407) 321-3913 shown is for lateral support d truss members only to reduce must made to anchor lateral bating at ends and specified locnUoru determined by the budding deslpur. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing dm9w eingu,eoveaeturem"yberequired. (seeHl"IofTM. Ps Code Dese: FLA LICENSE //0050068 tlruss Plate Institute, TPI. b bated al 583 D'Ondrlo Drive. Madison. Wisconsin 537191. loan VMNGSM DlaoVleoo.n.a27ee TOTAL 33.0 psf •Q 05 0 - 3 854- 15 Design: Mmrix Analysis JOB PAIN: C:17FF-LOKUOBSI11ANA4 HCS: W20.02 JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J8 ATY:3 DESIGN INFORMATION TOP CHORDSt 2x4 SP #2 analysis based on Sirplified Analog Model. .............. joint Locations --------------- 77th; design is for an IndWual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 7-12 3) 3- 1- 8 component and has been based m mformatbn transfer 71 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 7-12 provided by the client. The designer disclaims PROVIDE UPLIFT COPII�IECTIOWPER SCHBDULEt WndLOd per ASCE 7-98, C&C, V. 125niph, ----MAX. REACTIONS PER BEARING LOCATION----- anyroponsibWtyfordanagesasaroultor Support 1 221# H- 21.0 ft, i. 1.00, Exp.Cat. B, Rzt- 1.0 X-Loc Vert Horiz Uplift Y-Loe Type faulty or incorrect tnlormsuon. specifications Support 2 179# Bld Type. Part L- 30.0 ft W. 3.1 ft Truce 3- 0- 4 67 71 -179 TOP PIN and/or designs fumbhed to the truss designer Support 3 48# in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf 0- 4- 0 148 91 -221 BOT PIN by the client and the correctness or accuracy of this tnforrnation as ft may relate to a spe- MAX LIVE LOAD DEFLECTION: 3- 0- 4 58 0 -48 HOT H-ROLL ctlkproject and acceptsnoresponsibtutyor L/999 TC... FORCE ... CSI ..BC ... FORCE ... CSI exembes no control with regard to fabrtm- L=-0.01" D- 0. 00" T--0. 01" 1- 2 -25 0.24 4- 3 -3 0.19 ton, handling, shipment and Installation of muses. This taus has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: individual building component in accordance with T- 0 . 00" ANSI/TPI I.19M and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by ■ Budding Te, 0. 00" Designer (regblered architect or professional engnced. 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 loco] building codes. local curnatic "cords for wind or anus bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes 3-1-8 compression chords (lop or bottom) arc continu- ously braced by sheathing unless otherwise 1 2 specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maimnum spacing of 101-0' o.c Connector plates shad be manufactured from 20 gauge hat Attach with (3) dipped galvanized steel meeting ASTM A 653, 10d Toe-Nal1S crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conforrnance with the fabriaton's plan+ and to realize a continuing responsibility for such verl- fiction. Any discrepancies are to be put in writing before cutting or fabrication. 1-7-11 Plates shad not be Wtnlled over knotholes. I knob or distorted gain. Members shag be cut 1-11-14 for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with rods fully imbedded and shad be sym. about the joint unless otherwise sham. A 5x4 plate is5- wide x 4- long. A Sa plate IS —� wide x Jr long. slob (holes) rim parallel to 04-1 the plate length specified. Double cub on web Attach with (2) members shad meet at the centrold of the web lOd Toe -Nails unless otherwise shown. Connector plate sties are minimum sun based an the font shown 3X4 and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal bdonmllon on Quality Control refer to ANSI/7PI 1-190 PRECAUTIONARY NOTES All bracing and erection recommendations are ' 3-1-8 to be followed in accordance with'Hanalbng Installing d Bractng•. HI13-91. Trusses are to 4 3 be handled with particular cart during banding and bundling delivery and wtallatbn to avoid 1481i 8.00" 67# 1.50" damage. Temporary and permanent bracing 14)-0 3-1-8 591/ - for holding teases in a straight and plumb pos- It]on and for rooting lateral forces shag be (110-11-9) io C/L: 3-0� designed and installed by others Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.0563 required. Noma] precautionary action for trusses requires such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: , installation between trttaaes to amid toppling and dominotn& The supervision of erection of tnu,es shag be under the control of person, Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Chk: Truss ID: J8 Date: 1-26-04 in the installation of lnu,es. Dsgnr: TLY experienced CONTRACTOR. Professional advice shag be sought if needed. TC Live 16.0 psf DurFac - Lbr: 1.25 Concentration of construction lads greater than the design ]ads shag not be applied to 4005 MARONDA WAY BRACING WARNING: Bra shown on this drawing b not erection bracin wind bracing, portal bracing or similar bracing �6 6 TC Dead 7.0 f DurFae - Pit: 1.25 trusses at any time. No loads other than the weight of the erectors shag be applied to SANFORD, FL. 32771 which b a part of the building design and which must be considered by the budding designer. Bracing BC Live 0.0 f BC O.C. Spacing: 24.0" trusses until afterall fastening and brat�tg (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified betloru determined by the build" designer. BC Dead 10.0 psf Design Criteria: TPI is completed TOMAS PONCE P.E. Additional bracing of the overall structure may be required. IScc HIM of TPO. Code Dese: FLA LICENSE #OO5W68 onto+ Plate Institute. TPI, b bated at 583 D'Onofrto Drive. Madison. Wisconsin 5V 19). TOTAL 33.0 psf I V:0 5 - 3 855- 16 1005 VANNE53A DR.OVIEDOXI-32780 Design: Matrtr Analysis ova rnrn: �:ucc wnuvoa vv+n ,+ JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J8A ATY:1 DESIGN INFORMATION TOP CHORDSI 2x4 SP #2 Analysis based on Simplified Analog Model. .............=.joint Location s.... =.......... This design tafor anindividual building BOT CHORDSI 2x4 SP #2 Field Connection at Support 1 angst be able 1) 0- 7-12 3) 3- 1- 8 component and has been based on information transfer 71 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 7-12 provided by the enent.nedesigner disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE WndLod per ASCE 7-98, CasiC, V. 125uph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibwtyfordwnagesasaresultof Support 1 221# H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 X-Los Vert Horiz Uplift Y-Los Type faulty or incorrect information.speenlrations Support 2 179# Bld Type- Part L. 30.0 ft W- 3.1 ft Truss 3- 0- 4 67 71 -179 TOP PIN and/or designs furnished to the truss designer Support 3 48# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 4- 0 104 91 -221 BOT PIN by the client and the correctness or accuracy of this information as n may relate to a spe- MAX LIVE LOAD DEFLECTIONS 3- 0- 4 58 0 -48 DOT H-ROLL cNe project and accepts no responsibility or L/999 ..TC ... FORCE... CSI ..BC ... FORCE ... CSI exercise no control with regard to fabrtca- L=-0.01" Do 0.00" T.-0.01" 1- 2 -25 0.24 4- 3 -3 0.19 Uon, handling, shipment and installation of MAX HORIZONTAL TOTAL LOAD DEFLECTIONS trusses. This thus has been deigned as an mdiMual building component in accordance with T- 0. 00" ANSI/TPI I.1995 and NDS-97 lobe Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTIONS as part of the bug" design by a Building T- 0. 00" Designer (registered architect or professional englneed. When reviewed for approval by the RMB - 1.15 building designer. the design loadings shown must be checked to be sure that the data shown are to agreement with the loaf bu" codes, bai climatic records for wind or anow, Inds. ' project sp,,mcutbm or special applied loads. Unless shown. truss has not been defgned for storage or occupancy Imds. The defgh assumes 3-1-8 L compression chords (top or badorn) are contmu- - ously braced by sheathing unless otherwise 1 specified. Where bottom chords in tension are not fully braced laterally by a party applied braced rigid eeWny they should be at a maximum spacing of ID'-0' o.e Connector plates stall be manufactured from 20 gauge hot Attach with (3) dipped galvantred steel meeting ASTM A 853. lOd TorNalls Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing b in conformance with the fabriatorJ pea^- and to realize a continuing responsibility for such veri- Ilation Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothole. knots or distorted gam. Membene shall be cut 1-7-11 1-7-11 for tight fitting wood to wood bearing. Con• I nettor plates shall be located on both fan of the true with nalls fogy imbedded and shag be sym. about the joint unless otherwise ahown. A Sx4 plate is S- wide x 4- kmg. A BxS plate is B' wide x 8- tong. Slats (hole) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate atm re aminimum Jim based an the forces shown 0-4-1 and may need to be increased for certam hand- _ lung and/or erection stresses. This true is not Attach with (2) to be fabricated with fire retardant treated lOd Toe -Nails lumber unless otherwise shown. For additional 3X4 information on Quality Control refer to ANS1fM 1-190 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed to accordance with -Handling installing n Bracing'. Hle-91. Trusses are to be handled with particular came during binding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses in a straight and plumb pss- gin and for restating lateral forty shag be designed and installed by others. Careful hand- ling is esserdtal and erection bracmg is always required. Normal preautbnary action for trusses requires such temporary bracing during installation between trusses to avold toppling and donlnomg. The supervision of erection of trusseJ shall be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentration of corsuucuon lands pater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to lnassea lint] after all fastentnj and bracing b eornpleted. 104# 8.00" 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOW VANNGSSSA DROVIEDDYL-327110 67# 1.50" 59# 2. 0" C/L: 3 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmw ng b not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the buWlrLg design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPg. n'russ Plate institute. TN, is looted at 583 D'Onofrto Drive. Madison, Wisconsin 537191. scale = 1.2800 Eng. Job: Dwg: Dsgnr: TLY Chk: WU: MANA4 Truss ID: J8A Date: 1-26-04 TC Live 16.0 psr DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V' 5 - 3 56- verljn: MofAl AnafyJll +vo rain: anrrc wnuvmavuv. ,+ JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: Tl: J9 ATY:7 DESIGN INFORMATION TOP CHORDst 2x4 SP #2 Analysis based on Sinplified Analog Model. ===en=fl.......Joint Locations ............... • This design 1s for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 mist be able 1) 0- 6- 7 3) 1- 1- 8 component and has been based on informattom transfer 26 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 6- 7 provided by the cllenL The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125uq]h, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibllityfor damages uamutt af Support 1 70# H- 21.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 X-Los Vert Horiz Uplift Y-Los Type faultyand/ Or incorrect rdesigsfurnishedtton. thetrusdesigs Support 2 65# Bld Type. EnCl L. 30.0 ft W- 1.1 ft Truss 1- 0- 4 24 26 -65 TOP PIN and/or heat as furnished correctness to the lnw designer by the ehent and the nsmeetnm or accuracy Support 3 6# in END zone, TC9L= 4.2 psf, BCDL= 6.0 psf 0- 1-12 82 32 -70 BOT PIN of tits information m it may relate to a spe- MAX LIVE LOAD DEFLECTION: Ialpaet Resistant Covering and/or Glazing Req 1- 0- 4 12 0 -6 BOT H-ROLL C.project and accepts no responsibility or L/999 ecercbe no control with regard to fabrics- Le 0.00" D. 0.00" T- 0.00" ..TC ... FORCE... CSI ..BC ... FORCE ... CSI tion, handuny shipment and installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -9 0.03 4- 3 -2 0.02 truss. This truss has been designed as an individual building has in accordance with T- 0.00" ANSIrM 1-1995 and NDS 17 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTIONt as part of the bud" design by a Building T- 0.00" Designer (registered architect or professional engneed. when reviewed for approval by the RMB - 1.15 building designer. the design landings shown . must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied lands. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes cornpressbn chords (top or batoml are cantinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 not fully braced laterally by a properly applied rigid cenbrg, they should be braced at a 0 masbnum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped phardzed steel meeting ASTM A 653. Attach with (2) Grade 40, unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication. the fabricator shall review fhb drawing to verify that this drawling is in conformance with the fabrtcatorg plans and to maluze a continuing responsibility for such verl- fi atbn. Any discrepancies are to be put in 0-10-15 writing before cutting or fabrication. Plates shall not be installed over knotholes. T knots or distorted gain. Members shall be cut IT far tight fitting wood to wood bearing. con- 1-3-14 nector plates shall be bated on both fain of 04-3 the truss with nalls fully imbedded and shall be gym, about the Joint unless otherwise shown A 5x4 plate is 5' wide x s- bray A flxg plate Is e• !J Attach with, (2) wide x S' long. slots (holed run parallel to 3X4 10d Toe -Nails the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues are 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 Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handimj 1-1-8 Installing a Brocinf. HIO-91. Trusses aft to be handled with particular care during banding 4 3 and bamdftn& delivery and installation to amid 83# 3.50" 25S 2.50" damage. Temporary and permanent bracing 1-� 13// 2.5 for holding trusses in a straight and plumb pas- 1-1-8 Rion and for resisting lateral form shall be (R0-11-11) C/L: 1 designed and bstalled by others. Careful hand- ling is essential and erection bracing b always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 1.5869 required. Normal prenutionary action for trusses requires such temporary bracing during E Job: installation m tallation between sscs to aid toppling WARNINGJ: READ ALL NOTES ON THIS SHEET. �• and duminoing. The supervbbn of erection of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J9 theses shall be under the control of persons FMaronda Systems experienced in the installation of trusses. CONTRACTOR. Dsgnr: TLY Chk: Date: 1-26-04 professional advice shall be sought if needed. Concentration of construction loads Beater BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 than the design bads shall not be applied to 4005 MARONDA WAY Bra trusses al any time. No loads other than the sing shown on this drawing b not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf ur ac - : 1.25 weight of vie erectors Stull be applied to SANFORD, FL. 32771 which b a par of the building design and which must be considered by the buikling designer. Bracing O.C. Spacing: 24.0" trusses unto after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown b for lateral support of truss members only to reduce buckLbv length. Provisions must be BC Llve 0.0 psr P 9 is e®pl"`d' TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified loans liadetermined by the burning designer. BC Dead 10.0 f Design Criteria: TPI Additional bmetng of the overall structure may be required. (See HIB-91 of TPI). ps LICENSE #W50068 muss Plate institute. TPI• is located at 583 D unafrto Drive. Madison Wisconsin 53719). Code Desc: FLA 1005 VANNessA OICOVmoOXI-337eg TOTAL 33.0 psf 2- 37857- 18 Dorian: MmrU Anafyrts JUn rnrn: t,:urn-wnvvnamnnnn+ raw: w.w.VA JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: J9A ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ..............Joint Locations............... • This design is for an Individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 6- 7 3) 1- 1- 8 component and w been hosed on Information transfer 26 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 6- 7 provided bythe client. The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WadLOd per ASCE 7-98, ChC, V. 125mphr ----MAX. REACTIONS PER BEARING LOCATION ----- any responsibility for damages as a mull of Support 1 70# H- 21.0 ft, I. 1.00, Exp.Cat. B, Xzt- 1.0 X-Loc Vert Horiz Uplift Y-LOc Type ns Bully or incorrect infomuto n.the Ln-s cl tin and/or designs fumhhed In the truss designer Support 2 65# Bld Type. Enel L. 30.0 ft W. 1.1 ft Truss 1- 0- 4 24 26 -65 TOP PIN by the client and the carreetnem or accuracy Support 3 6# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 1-12 36 32 -70 BOT PIN of this information ne it may relate to a ape- MAX LIVE LOAD DEFLECTION: Lq)aet Resistant Covering and/or Glazing Req 1- 0- 4 12 0 -6 BOT H-ROLL cif a proJect and accepts no responsibility or L/999 exercises no control with regard to fabrtm- L- 0.00" D- 0.00" T. 0.00" ..TC ... FORCE... CSI .. BC... FORCE... CSI uon, handling. shipment tuns and installation a of trusses. This lr,,.. w been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -9 0.03 4- 3 -2 0.02 tndtvldual 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 ■ Building T- 0.00" Designer (registered architect or professional engneerl. When reviewed far approval by the RIB - 1.15 building designer. the design loadings shown must be checked to be sure that the data shown are in ageement with the local building codes, local climmuc records for wind or snow lands, project specifications or special applied loads. Unless shown, tnrss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) ate contlnu- ously braced by sheathing unless otherwise 1 2 specified. Where bottom chords In tension are not fully braced laterally by a Properly applied rigid ceding. they should be braced at ■ Q maxi m= spacing of 10'-0' o.e Connector plates shall be manufactured from 20 pup hot Attach with (2) dipped galvanized steel meeting ASIM A 653. 10d Toe -Naffs Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing s in conformanco with the 6brtcaloYs plans and to realize a continuing responsmtity for such veA- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knot% or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Can- 0-10-15 0-10-15 nector plates shall be located on both inn of the truss with nalls fully imbedded and shall be syrn. about the Joint unless otherwise sham. A T Sxs plates 5' vide z ♦' long. A 0x8 plate is f5 wide x fi long. Slots (holes) run parauel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sizes 0-4-3 are minimum sues based on 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 Attach with(2) lumber unless otherwise shown. For additional 3X4 10d Toe -Nail§ Information on Quality Control refer to ANSIrm 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with allmdlMg 1-1-8 Instating A aracbn(. HIB-91. Tru ses are to 4 3 be handled wllh particular care during banding and bundlirng. delivery and installation to "void 37# 3.50" 25# 2.50" damage. Temporary "cad permanent bracing 13# 2.50 for holding trusses ina straight and plumb pm- . Ilion and for re%bWng lateral form shall be CAL: 1- designed and I stntled by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSYMI 1-1995 Over 3 Supports scale = 2.3040 required. Normal precautionary action for trusses rcquiressuch temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ' Wtallation between trusses to avoid toppling and dommotng. The supervision of erection of teases shall be under the control of persons Maronda Systems y A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J9A Date: ssi na adam installation v CONTRACTOR. Dsgnr: TLY Chk: 1-26-04 e sught needed. profConcentration of construction bads greater N BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 than the design lads o to not be applied l0 :wan of any time. No bads other than the 4005 MARONDA WAY Bracing shown on this drawing is no erection bracing, wind bracing, portal bracing or atrnlhr braemg TC Dead 7.0 psf DurFae - Pit: 1.25 wdgid of the erector shall be applied to SANFORD, FL. 32771 which s a port of the building design and which must be considered by the building designer Bracing for lateral tans to bus le Prmblons be tY k@oj BC Live 0.0 psr O.C.00Spacing: 24.0 fastening nog trusses until alter all fss and bra is completed. (407) 321-0064 Fax (407) 321-3913 shown is support of members on reduce mglh� must PPS made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f gas Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIBAI of M. Code Desc: FLA LICENSE A0050068 (fors% Rate institute. 7PI, is located at 50.7 D'Orofro Drive, Madison, Wisconsin 53719). 1005 VANNUMIA DR,OVizDO.FL32766 TOTAL 33.0 psf 58_ 19 Detip: Metric Amfysit JOB PATH: CATEE-WKVOBSIHANA4 HCS' 0&20.02 JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: K QTY:3 DESIGN INFORMATION TOP CHORDS. 2x4 SP #2 Analysis based an Siuglified Analog Model. ..............Joint Locations............... • This design is for an Individual building BOT CHORDS: 2x4 SP #2 Field Connection .at Support 1 rapist be able 1) 0- 7-12 3) 1- 1- 8 component and has been based on wormatlon transfer 20 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 7-12 provided bythe cUenLThe dmiperdisclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE + WndLod per ASCE 7-98, C&C, V. 125niph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility, for damages mamutt of Support 1 176# H- 21.0 ft, }:- 1.00, Exp.Cat. B, Rzt. 1.0 X-Loc Vert Horiz Uplift Y-Loc Type faulty or incorrect information. spectacatluru Support 2 66# Bld Type. Part L. 30.0 ft W- 1.1 ft Truss 1- 0- 4 24 20 -66 TOP PIN and/or designs fumished to the tows designer by the client and the correctness oraccuracy Support 3 14# in END zone, TCDL. 4.2 psf, BCDL- 6.0 pef 0- 4- 0 83 25 -176 BOT PIN of this trdormauon as It may relate to a ape- MAX LIVE LOAD DEFLECTION: 1- 0- 4 21 0 -14 BDT H-ROLL colic praJect and accepts no responsibility or L/999 ..TC... FORCE... CSI ..BC... FORCE... CSI exercises no lrontrol with reppird to r�brtca- L" 0.000 D- 0. 00" T- 0. 00' 1- 2 7 0.03 4- 3 -3 0.02 tton. handlbi& shipment and installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION: Crosses This true has been designed as an Individual building component In accordance with T- 0 . 00" ANSI/IPI 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION+ as part of the building design by a Building T. 0. 00" Designer [registered architect or professional engineers. when reviewed for approval by the RMB . 1. 15 bundling designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the loot building codes. local climatic records for wind or snow bads. project specifications or special applied loads. unless shown. truss has not been deigned for storage or occuponcy bads. The design assumes compression chords (top or bottom) are wnttnu- ously breed by sheathing unless otherwise specified. where bottom chords In tension are 1 2 not fully braced laterally by a properly applied rlpd celang. they should be braced at a Q masd,num spacing of 10'-O' o.e. Ccwuu dor - plates shoo be manufactured from 20 gauge hot Attach dipped galvanized steel meeting ASIM A 653, 10d Toe-Nails GradeGrade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwing to vertfy that this drawing is In cordorroan« .ah the fabrimtors glare and to rest" a continuing responsthdi y for such veri- fication. Any discrepancies are to be put in 0-9-11 wming before culting or fabrication. Plates shall not be Installed ever Imothob. knots or distorted grain. Members shall be cut for tight filling wed to wood bearing. Con- 1-1-14 nector plates shall be located on both faces of 04-1 the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A - - '- 5x4 plate b 5' wide x 4- long. A 6x8 plate Is 8' Attach with (2) wide x (r long. Sills (holes) ram parallel to 10d Toe -Nails the plate length specified. Double cuts on web 3X4 members ahao meet at the centrold of the webs I unless otherwise shown. Connector plate sin are minimum ate based on the form shown and may need to be increased for certain hand - Ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated hanber unless otherwise shown. For additional information on pnmlay Control toter to ANSI/IPI 1-1995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed in acoorda with 9fs uiling 1-1-8 Installing 6 Bmdnf. HI11-91. Tnnses are to be handled with particular care during banding 4 3 and bundling. delivery and wtallation to avoid 83# 8.00" 25# 2.50" damage. Temporary and permanent bract" 21/! 2.5 far hoklmg trosses In a slnan ldri and phb pas- 1-1-8 Mn and for misting lateral forces shall be (110-11-9) C/L: 1 designed and bntaW by others. Careful hand- ling b essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Over 3 Supports scale = 1.8187 required. Normal precautionary action for trusses requires such temporary bracing during E Job: installation between Crosses to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. �• and dmnhnotme'uea"pervisimaerection d A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K 3scs tit @hall be under the control of parson, F=Maronda Sys tems experienced in the installation of masses. Dsgnr: TLY Chet: Date: 1-26-04 Professional advice shah be sought if needed. CONTRACTOR. Concentrallondconstructbnloadsipeater BRACING WARNING: mTC Live 16.0 psr DurFae - Lbr: 1.25 than the deign bads shall cad applied to N DA WAY ratng uses al any ttrne. No loads other 4005 MARO er than the Beshown on this drawing Is not caerelilon bracing, wind bractrmg. portal braetrng or similar bra" TC Dead 7.0 pSf DurFae - Pit: 1.25 weight of the erectors shall to applied to SANFORD, FL. 32771 which b a part d the building design and which must be considered by the building designer. Bracing BC Live 0.0 f O.C. Spacing: 24.on aa tnm unto alter all fastening and bracing (407) 321-OD64 Fax (407) 321-3913 shown b for lateral support of truss members only to reduce buckling length. Provisions must be PS is comppletea made to anchor lateral bracing at ends and specified benthms determNed by the building designer. BC Dead 10.0 f Design Criteria: TPI rw TOMAS PONCE P.E. Additional bra" of the ovestructure maybe required (See HIB-91 orTPI). l� LICENSE #0050068 ri)uss Nate Institute. TR, Is located at 50 D'Ondrb Drive. Madison. Wiscartsbn 53719). Cade Desc: FLA 1005 VANNGSSA DROVI6DOXI-32768 TOTAL 33.0 psf - 3 85 Design: Matrix Analysis .108 PATH: C.'lTM-WK1.lQiQ1M1VA4 nLJ: M111.Ut JB: HANOVER A 4 AC: 10# UPLIFT D.L. WO: HANA4 WE: TI: K1 ATY:1 DESIGN INFORMATION TOP CHORDSt 2x4 SP #2 Analysis based on Simplified Analog Model. ....--;--eve;=Joint Locations ............... This design is for an individual building BOT CHORDS I 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 7-12 3) 1- 1- 8 component and has been based on Information transfer 20 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 7-12 provided bythe client. The designer disclaim PROVIDE UPLIFT CONNECTION PER SCHEDULE: WadLod per ASCH 7-98, C&C, V- 12510ph, ----MAX. REACTIONS PER BEARING LOCATION ----- anyresponsibility for damilesasaresult of Support 1 80# H- 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type faulty orinrnnfunisheInformation. Support 2 66# p1� Bld Type. Part L. 30.0 ft W- 1.1 ft Trues 1- 0- 4 24 20 -66 TOP PIN ct the toss curacydesign the and/or deltas the correctness by the event and the Corre[lrleaa or accuracy Support 3 14# in END zone, TCDL- 4.2 psf, HC9L- 6.0 psf 0- 4- 0 37 25 -80 BCri' PIN of this bfomnation u it may relate to a ape- MAX LIVE LOAD DEFLECTION: 1- 0- 4 21 0 -14 BOT H-ROLL ctfle project and accepts no responsibility or L/999 .. TC... FORCE... CSI ..BC... FORCE... CSI exercise no control wmh regard to fabrtco- L- 0. 00" D- 0.00" T- 0. 00" 1- 2 7 0.03 4- 3 -3 0.02 von, handling. shipment and installation of trusses This truss has been deigned as an MAX HORIZONTAL TOTAI, LOAD DEFLECTION Individual buddtng component in accordance with T- 0. 00" ANslrM I.190 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEPLECTIONt as part or the building design by a Building T- 0.00" Designer (registered archltect or professional engneerl• when reviewed for approval by the RMB - 1.15 building designer. the design landings shown must be checked to be sure that the data shown am in agreement with the local building code. local cltmatic records for wind or snow Inds. project specifications or special applied bads. Unless shave. truss has not been designed for storage or occupancy bads. The deign assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise 1 2 specified. Where bottom chords in tension are not fully braced laterally by a property applied Q rigid ceWnn& they should be braced at o maximum spacing of lo-W o.c. connectorplates _ shall be nianufactured from 20 gauge hot Attach ) dipped galvanized steel meeting ASTM AA 59 `coe-N� Grade b, sunless otherrvise.nown. M FABRICATION NOTES Prior to fnbriatbn. the fabriator shall review ' this drawing to verify that this drawing is in eonfamwhce wrltln the fabriators pivu and to realize a continuing responsibility for such vert- flation. Any discrepancies are to be pan in .riling before cutting or fabrication. plates shall not be installed ever knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 0-9-11 0-9-11 nector plates aha0 be bated on both faces of nab fully nl unless clheed send alarm be the mass t the sym. about lies Joint unless alhenvbe shown. A T 5x4 plate is T wile x 4' brag A &B plate is 9- wkle x B" long Slots (holes) run parallel to the plate length specified. Double cuts on web members shn9 meet at the c ntroid of the webs unless otherwise shown Connecter plate airs 0-4-1 are minhnum atra based on the forces shown and may need to be increased for certain hand- keg and/or erection atiessGs. This truss is not to be fabricated with fire retardant treated Attach with (2) lumber males+ otherwise shown. For additional 3X4 LOd Toe -Nails tforenation an guauly Control refer to ANsirlal I-i995 PRECAUTIONARY NOTES All bracing and eeclion recornmendatloru are to be followed in accordance with -Handling Installing Q Bmdng, HIB-91. Trusses are to be handled with particubr are during banding and burdllng. delivery and installation to avoid 37A 8.00" 25# 2.50" damage. Temporary and permanent bracing 21# 2.50" for holding trusses in a stnfgrt and plumb pos- 1-1-8 Ilion and for resisting lateral force shall be C/L: 1 designed and wtalled by others. Careful hand- it" ry isalwaysEXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPL 1-1995 Over 3 Supports scale = 2.6013 rmal m trusses requires such temporary bmdng during WAR READ ALL NOTES ON THIS SHEET. Eng. Job: Wtalblbo n between tosses to avoid toppling and dorninoing. The supervision of erection of trusses shall be under the antral of person Maronda System Y a A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K1 experienced in the installation or trusses. CONTRACTOR. Dsgnr: TLY silt: Date: 1-26-04 Pmfessbnai advice shall be nought Ifneeded. Concentration of construction bads greater BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 applied to than the deny t loads slang not other irvsan al any time. No bads other than lies 4005 MARONDA WAY Bracing shown on this drawing is not erection bmeiny wind bracing. portal bracing or strnllu bracing TC Dead 7.0 f p$ DurFae - Pit: 1.25 weight of the erectors shall be applied to SA N FORD. FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bmct ng buckling length. Pvisbe BC Live 0.0 psf n O•C. Spacing: 24.0 trusses until after all fastening and bracing b �,P,�, (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of toroions truss members only to reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.o f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) ps Code Dese: FLA LICENSE #0050068 rr1u-ss Platt Iwiftut.. 7PI. is bated at SW D'Onofrto Drive. Madison. Wisconsin 55719) 1006 VANNrS.4A I)MMEDOSI-32766 TOTAL 33.0 psf V:09.05.02- 37860- 21 Dafgn: Miffnr AnatyfU !UN FAIN: L:l/t&-WAVUWVIANAI Ma: MA1.111 RECEDED JUN 0 6 2005 CITY OF SANFORD REVISION (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER:05-1787 ADDRESS:202 fAIKf1E4-9 DRIVE LOT 93 CONTRACTOR: Maronda itoffle,0nG., of florida CONTRACTOR FAX: #07— 6 6 7—D853 DATE SUBMITTED: Monolal, June 06, 2005 INFORMATION SUBMITTED (SHORT DESCRIPTION) FLEA56- SEA AT7-ACttED fOK Pf-VIEW AND APMOVAL, J. NEff MARONDA SYSTEMS INC., `OF FLORIDA 06/01 /2005 08:26:57 ORDER TAKEN BY: TERRY PERSON ORDERING:JASON P O #: TYPE OF ORDER: TRUSS REPAIR PAG E 1 PLAN JOB # LOT ADDRESS I DIV/SUB MODEL 6CLO9301 93-1 20 FAIRFIELD DR ORO-CEL HANA4 RIGHT D lQTY ORDERED IINV. ITEM I DESCRIPTION COPIES OF RAISED SEALS FSgNF (DELIVERY NOTES: Maronda Systesm-" M"O"A SYSTEMS 4M Mor+nn& way Sanford, FL 32771 (407) 321-0064 Far (407) 321-3913 Date: Junel, 2005 To: Building Department From: Maronda Systems Elmer W. Bergman, P.E. Professional Engineer State of Florida #50158 Subject: 202 FAIRFIELD DR. 93-1, ORO-CEL Job#6CL09301, HANA4-LEFT Issue: Truss "J2" broken B.C. #4-3 (-2#). Repair: Scab both sides of truss with 2" x 4" x 6' SYP No.2 on one side. Nail off with 1 Od common nails @ 3" on center. If you have any questions, call me at 407-321-0064, Ext. 235. Sincerely, Einger Jig. Bergman, P.E. Date-:6/01 /05 •EWB/an A �NsR SqH p9o0 BER ` s ENSF ,•9,y No.50158 do STATE OF +. IF, CUU|<TY OF U.MlNUii I111"AC7 F[[ ST/\ll�*M;.-:NT JSSU[D DY (;lTY ()I*SAN|l)kD '�ThT[�ENT KbM�ER 104-76089 rATE: Z/.. -/ �/. -.0 q �UIiDlHG TY) UUIT /�DDRESS - A -_'--- ------------------ - - 1-4:0ClF iY� ONIMUN lY['[ WA[: |<ei.ide//tial KCR% �E<7[RlPTI01: Single Huu.ze: DetacknJ - CnnotrucLi�x� —''''��-''-'--------------------'-------------------------------------------''' PEh[FIT RA7E FEE UNIT KATE PER lv� A TYPE TOTAL DU[ lY|'F DIST SCHIE. 0! Y.- I-.: DESC. U.-IIT O.:- UNITS |�UADS 'ART[F�lALS CO -WIDE O dwl unit 'o 705.00 1 050 |".,UADS '[(7Lii:-*CTCRS KCRTH O dwl unit 142.00 A. ') l42.(>0 CO'NIDE O dwl unit54.U2 1 � 54.00 � 6C|�OOLS CO -WIDE O dwl onit $1,R04.00 ~ ` AMO]N7 DUE $ 2,2a5.00 ' D�: � SIG�AT --�-- ---'----------- --7[------------------------ F1RIHT ,Nql� TU RECEIVIXG 3IG�AT�RY��PPLI��NT: FAlLU�E TO KOTIFY UWH[k 01,0 � ~'��X)|�L TI|�riY PAYM�NT MAY KESULT IN YOUR LIABILITY FOR TFE FEE . D{S7RIBUTlGN: 1-(*.:OUNTY 3-Cl7Y 2'A\'\`LDC0NT 4(%8U{[Y P[RI,ON�; AKE ADVISED THNT THIS IS A GTATEM`-:.NT OF FEES WAlM| A\E C[E AND PAYAPLE PRIOR TO eF A �UILDING PO�MI7. hLSO ADVI��D THAT ANY NIGHTS, O� THE APPLACAAT, DR OWAEk, CALCULATlO�S OF TKE lr%OAD, LIBRARY 3YST|-M AH)WUR ` ��l)UChTlDXA� (S; FEES y1UST BE EXERCISED DY FILlNG . A KRIT7EN RECLEST WITHIN 45 CALENDAR DAYS OF THE |FC[IVIHG %IGNh[U�� DAT[ ADOVE, BUT NOT LATER O� or,, Ui�C|�PA�]CY. TVA:. R[�LEST FE8 |��VIEW MU��T �EET TKE ��[��]IRE��FUTS �U� THE:* 1140D CODE.... COPIES D� THE RULES GOVERNING APPE.A'.S fAY 0E PICKED [P, CR RE�UESTED, FROM l'KE PL�N IyPLE�ENT�TI[�| OF|'IC[� �101 LMT FIRST STR�[T, SNAFORD, FLORIDA 71; (407) 665-7474. � �~ |�AYiiENT SHC[LD BE �ADE TO: CITY OF EA�FORD .� DUIiDIN�� D[{'A||[M[NT 3O� HORll( PARK AV|�HUE 1'�hY:([NT 6[CULD BE BY C|-:ECK [R |�UI,-1EY ORDER, AVAD SHOULD T||[ STAT[Mr.MT NUHDEK AND CITY Di|ILDI1-43 PER^|IT NU:vBER AT TH.:: TOP ��THlS �ToT[|1�NT IS VN-ID [�UY IN CO�JUHCTIOX WITH ISSUA�CE OF A�<�� F-MILY 1-UI1 0I1,16 PERMIT'�`��'��",>�,:"),y*:t,:�>:::: :c:�� 0 �` \ CITY OF SANFORD PERMIT APPLICATION Permit # : Date: January 17, 2005 Job Address: 202 FAIRFIELD DRIVE LOT 93 CELERY LAKES Description of Work: Single Family Residence JI Historic District: Zoning: Value of Work: qp In 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: 2,585 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Prstof aLpvnership & Legal Description) Owners Name & Address: Maronda Homes 1fl&Qfi"2rida9-551rKelljmRd. Ste.050JhAlturnmte S rin s FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Su m r 9 ell ,Rd. e. Its o ri Rs. FL 32714 State License Number: CRC058496 V Phone & Fax: (407) 475-9112 C t er n: e PAUPhone: (407) 659-3719 Bonding Company: Address: +' ! r. Mortgage Lender: Address: Architect/Engineer: Tomas Ponce ri:.� . �' 'j v, Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 71 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do'iA f hh&dt=1la1donsas-indlntefi fcertt y t no wo or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that ail 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. J� 1 1/17/2005_ Signature o Owner Agent Date Russell Keith Summers Print Owner/Agent's Name V�_10,I / 17/2005 Signature of Notary -State o orida Date .......................................... tAURIE PELLEGRINO a� �r'+ , Comm# 000232804 ®1 P 1% Expires 7118/2007 ' Banded avu (800)432-42547 �{ r, ••• ftOflOe Notary Ass n.� Inc owner%dgent rs —K_ Personally Known to Me or _ Produced ID 17ee=- 1/17/2005 Signature of Contractor Agent Date Russell Keith Summers Print Contractor/Agent's Name 1 / 17/2005_ of Notary -State of Io da Date �' "'�e t iaiE �PELLEGRINO = E,,m 7H6row -i�3 ? Bonded 0uu (8W)432I2S4I e„a a.. Ine M AO Notary Assn................................t Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: BILDF L 9 0 Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: ��1f1 110.�b CITY OF SANFORD PERMIT APPLICATION JAN 1 7 2005 Permit # • Date: la - Job Address: l dP V • LOT I :J Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: 4&— # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Sarines, FL 32714 Phone: 407475-9112 Contractor Name & Address: DANIEL G. PUGLISI 4005 MARONDA WAY SANFORD. FL 32771 State License Number: EC0001663 Phone & Fax- (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. �.� JAN Signatureof wner/Agent Date Russell Keith Summers Print Owner/Agent's Name JAN Signature of Notary -State U Florida Date 1 7 27,,/Sig.atu ' ' JAN 1 7 2005 f Contractor/Agent Date DANIEL G. PUGLISI Print Contractor/Agent's Name 1 7 2005 10 -�1)041Z)AN 1 7 2005 �...... u.......................w...w....q 141E PELLEGRINO Comm# OD0232804 Expires 7/16/2007 8ond9d tnru (SW)4324254: .. `.... PFbndallotaryAssn..:ne b.i wri;5xi ni Is T... ersonally Rnown to Me or Produced ID Signature of Nota State of.Elorida D LAURIE PELLEGRINO Comm# 000232804 G+111 Expires 7/18/2007 Bordsd 0 ru (000)t32125 '"'', �;,°:.•'� Fbnda Notary Assn.. Inc i........................................... Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: BldRj-)jkj �d C Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION 1 7 2005 Permit #: d i —y ',04 ?3 Date: Job Address• 0 , `/ 1 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: _L 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 CA_RMACK 4005 MARONDA WAY SANFORD FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone: (407) 659.3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 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 AFFIDAVI f: I certify that all of the foregoing informaion is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. r NOTICE: In addition to the requirements of this permit, there may be additional restria�ons i plicpble to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entitiestchj w er management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the quir entsof Florida Lien Law, FS 713. JAN 1 7 2115 JAN 1 7 2005 Signature` f Owner Agent Date Signature of Contractor/Agent Date Russell Keith Summers Print Owner/Agent's Name N 1 7 Signature of Notary -State ofFVda Date ..... �..... ..r'..'IF�PELLEGRINO CommN 0002328N ]` Expires 7/1&2W7 =3: Bonded ttvu (800)4W4254: i..'„�,` ' Florida Notary Assn.. Inc Owncr/Ageni Is � Personally Known to Me or Produced ID GARY CARMACK Print Contractor/Agent's Name 2005 � AN 1 7 2005 Signature of Notary -State of rid. Date ............................................s 'p'? PELLEGRINO CommS 000232804 Expires 7116r2007 Bondsd mru (800)4324254: i.......::........ Florida Notary Ann. Inc Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg 2— O� Zoning: Utilities: (Initial & Date) (Initial & Date) Special Conditions: (Initial & Date) (initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : Date: JAN 17 2005 Job Address: Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: _ Permit Type: Building Electrical Mechanical Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/AIteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 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: 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: Arclrltect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be ound in the pubtiTrecords of this county, and there may be additional permits required from other govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the prop:ny of the requirements of Florida Lien Law, FS 713. JAN 1 7 2005 JAN 1 7 2005 Signature of`O�er Agcnt Date Signature of Contractor/Agent Date Russell Keith Summers Print Owner/Agent's Name LU JAN 17 Signature of Notary -State of orida Date .«...............0..................y LAURIE PELLEGRINO Comm# 0D0232NX •. ova. Erpres 7116/2007 • �® Bonded Uru (BW)432-4254 �.qupdc Fbrlda NoteA, lne = �. wne >1.........................Y..ssn..... . Or/Agent is _X_ Personally Known to Me or Produced ID WILLIAM T. SELF Print Contractor/Agent's Name 2005 AN 1 7 2005 Signature of Notary -State F o�da...... Rite "*lAURIE �PELLEGRINOE. S �i'w• Co'n}nf DD02326% =_ &M E YP M 7/1til1007 W 0ru (gW)432-4254; n Assn., Inc ... ............ No ...............i Contractor/Ant is _X_ Personally Known to Me or — Produced ID APPLICATION APPROVED BY: Bldg: � p L O 0 Zoning: .I lities:(Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: (Initial & Date) LMaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLF.R ROAD, .SUITF_ F • ORLANDO, FLOR/DA 32810 407-475-9112 • FAx: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 93, 202 FAIRFIELD DRIVE at CELERY LAKES. ' 554il� RUSSELL KEITLSUMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 9th day of FEBRUARY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. A'U" "-PA'0'A'10 NOTARY PUBLIC ��IAURIE �PELLEGRINO��; .F�►�T rk 7 DD0232&X E�+M 7H6/lpp7 Bonded Otru 3.....:::......... Florida Notary Assn. r1c MARYANNE MORSE, CLERK OF CIRCUIT COURT a c Oo� W N N U. T4 M O W J U I-i U. 0►Zi1W/)NU' Z W Z C�7f Oa lu 0 19 J Z eg W H a p - Z W Z J 0 Uj 1W O Y a IX a N J 5fo+a v a Iv a MINGLE COUNTY BK 05244 PG 1079 CLERK'S # 2004046422 RECORDED 83/38/2881 28157185 AN RECORDING FEES 6.80 RECORDED BY S O'Kelley NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 93 202 FAIRFIELD DRIVE: Subdivision: CELERY LAKES 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) CONTRACTOR 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. 15` St., Sanford, FL 32771, Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL K TH SUMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 24TH day of MARCH, 2004. Notary Public .._8L*A-..RIE........P. E.-L. I!.d.0 .......... AU Comm# OD0232804 Eg4m 7H8R007 aw� Banded tluu (800)432.4254' M.u..iup.u.„Flia Ida. Notary Ass':,gnu.: CERTIFIED COPY MARYANNE MORSE OLERK OF CIRCUIT COOK Z f CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 93 Subdivision: CELERY LAKES Property Address: 202 FAIRFIELD DRIVE ❑x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). M 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). M c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 373 S.F. Porch(s)/Entry(s) 45 S.F. Patio(s) S.F. Conditioned structure 2,167 S.F. Total (Gross Area) 2,585S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Monday, January 17, 2005 SIGNATURE: t� (By Owneror'Authorized Agent) Boundary Line Centerline Right-of-way Line ---- : Overhead Utility Line -- - - - - - -: Easement Line Itl Central Angle ARC Arc Length Blk. Block Boundary Survey: ,t N• V t' 1 V w . REROD: Steel Reinforcing Rod Brg. Bearing Field Field Measured P.C.P. Permanent Control Point Celc. Calculated Fnd. Found P.I. Point of Intersection C.B. Concrete Block GoVI.: Government P.L.S. Professional Land Surveyor Ch. : Chord L.B. Licensed Business P.O.B. Point of Beginning Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Const.: Construction Pav't.: Pavement P.R.C. Point of Reverse Curve cis Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument Elev Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection .3. I . �2ceoo CEL6reY 0097 vvE 1 TizAc -r F "_ N / 61111 -Al 09' .s � w 9 . t$ ro Kd s' .PGllFbp �✓/ G!F GS- I 2F?4 t rcw� ► F/LSO PN> � FiB�o atn s' _ N w/. roOT�,Q •30.0 ' J I i. /O.PO�tsED I I 4 BR fS i f c o v N ly rF. E. 20-18 p t i I25 Po 0 - ' \ ,14) N t• I � sb�`•B ` 3 • •• • c„ �O, c5-2494 1, S.Gb "P.swrrF%nor ZS./7a P.T. Point of Tangency R Radius R.L.S.: Registered Land Surveyor R/W Right-of-way Sec. : Section S(T Septic Tank T.B.M.: Temporary Bench Mark W/ : With 4 6'AW Ve WwAc � F�o. sjdr`.F�Qao /cvo 4s- z4�4 Q�QNi•✓.06E B.Qad•Vf�lf ( 92) PLANS REVIEWED CITY OF SANFOR D I 3' �^ �C. • .SGY�Zy'Pi.QL'10 . I 37BG •9B' •Plf> 'ii 1 ' iwrt f"rEca� '� I.' • '. • t' ccwc. i✓•vi� 'r N s T.rB, LS-zl; 7il'..feu►f1f ' �. '�s mow' Pat►i ` ` S„ .:�r,•. `` ±:_*,er,✓nit!'�' :.`' • - •s'�9tacwo87Jli;` .. •- 7JK t 1-"` ••.SD-' ie/L7; � -2�- /9.sP.�1AGT_ P.r✓'T n►'•2' ctwc..6urrE�es �E'.SG2/P T/ON: 3 CEG E.P Y s�ES , pNflSc % /� Svl3 Oi d/S/O�t! �cc�xPOit/G T 7toj �vBL/c ,P6C0,20S 0.�= SGri✓J/N OG E �—O �/N T Y _/GLOB/. Oft , CERTIFIED TO: Mz D/✓G/=I /�O/✓%ES I hereby certify that this map depicts a survey performed under my supervi- L� P ston, an Is correc to a as, o my now a go an a to • an at t Is survey meets the minimum technical standards set forth by the Florida Board of Professional Land Srirveyors in Chapter 61G17.6, Florida Administrative Code, pursuant to Section 472.027, Florida Statutes. SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. 4.9illey.Ap DELAND, FL DELTONA, FL E. Smith (386) 734-7047 (386) 789-2855 d Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: Se.-SM/may REVISIONS: CREW CHIEF: M O. Z1rM/1.V/E4= SCALE: / n o zO Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-of-ways, if any, have been pro- DATE: ZOO$ �7-a/UARY /3 vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. WO t! — 9022 a5 1