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Home My WebLink About313 Fairfield Dr 04-2942 COPERMIT AD CONTRACTC Maronda Homes ADDRESS _ 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PHONE NUM. PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE r SUBDIVISION rio. leirr5 PERMIT # OV— q �/,�- DATE PERMIT DESCRIPTION OLZc.J S, PERMIT VALUATION �2% y-�? SQUARE FOOTAGE -� 7 City of Sanford Certificate of Occupancy This is to certify that the building located at 313 Fairfield Dr for which permit number 04-2942 was issued and has been completed according to the plans and specifications filed in the permit, to wit a New Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Building: F. Ortiz 04/13/05 Engineering: D. Richards 04/06/05 Public Works: J. Cru m)ton Utilities: R. Blake Fire Department: Zoning: 04/05/05 04/05/05 Conditions (if blank, no conditions apply) Maronda Homes Q�a' YV1 -:PQ— B 04/15/05 Property Owner Building Official Date CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION ****New Single Family Residence**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 04/04/05 mswm-3o q - ��9-q �� 313 Fairfield Dr Maronda Homes Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineeri y/n os— ❑Fire ❑Public Works ❑Zoning ❑Utilities ❑Licensing CON7DITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITION` L) d) CERTIFICATE OF OCCUPANCY J �� REQUEST FOR FINAL INSPECTION DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: ****New Single Family Residence**** 04/04/05 05-313 313 Fairfield Dr Maronda Homes Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑En ineering ❑ Fire Public Works �i 5 C6 . ❑Zoning 10k_ ❑Utilities ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCYr I I ' REQUEST FOR FINAL INSPECTIO& tA III I 1 I 1 I 1 1 I I 1 1 ****New Single Family Residence**** �_- =3 I I I I I I I I I 1 1 I DATE: 04/04/05 ' 1 -� V• N ry � I I PERMIT #• 05----U3-b -d 9 4 �-- �;- `'" " - �• '' ADDRESS 313 Fairfield Dr I v ;, `:: ': �•� o I . E 0 CONTRACTOR: Maronda Homes w A I d tZ Q u g o PHONE #: Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering ❑Fire ❑Publ' Works ❑Zoning tili es 0 Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 4/05/05 14:29:03 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 271255 313 FAIRFIELD DR Free -form information 3/4"RC METER SET FEE $190.00 PD 8-30-04 REC#7150 F2=Address F3=Exit F5=Special Notes F12=Cancel LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 4/05/05 14:28:54 Location ID . . . . . 269545 Parcel Number . . . . . 32.19.31.516-0000-0070 Alternate location ID . . Location address . . . . . 313 Primary related party . . Type options, press Enter. 5=View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES FAIRFIELD DR Free -form information CELERY LAKES, PHASE 2 SW DEV FEE $1700.00 WA DEV BP04-2942 PD 8-27-04 SEE 3/4"WA METER SET FEE $190. REC#7150 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel FEE $650.00 REC#7150 00 PD 8-30-04 SMITH DRAFIING & SURVEYING, INC. Y.O. Box 4518 DeLand, FL 32721 (386)734-7047 2005 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 7 ; Celery Lakes Phase 2; flat Book 65, Pages 29 and 30; Public Records of Seminole County, Florida. aka: 51-3 ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at (lie above referenced property acid address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067-0077 Expires December 31, 2005 Important: Read the Instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: OWNER'S BUILDING STREET ADDRESS (Including Apt., CITY RTY DESCRIPTION (Lot and Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. STATE ZIP BUILDING USE (e.g.'Resldential, Non-residential, Addition; Accessory, etc. Use iii Comments area, If necessary.) �'.✓GLE FfIM/G i✓ /ZE'3/DENTiAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: LJ GPS (Type): ##' - kq.gk' or ##.#####°) JS NAD 1927 I_I NAD 1983 LI USGS Quad Map IW Other ,eAco,Qp OLAT SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME 1 83. STATE GiTy of .Sfi v o /2029 SE1V/AJ0ZE C09-Wry I A2_o.✓oA B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL B8. FLOOD 89. BASE FLOOD ELEVATION(S) NUMBER , DATE EFFECTIVE/REVISED DATE ZONES) ' ) (Zone AO, use depth of flooding) 12i17ca065 E d7, 195.5 f9,0,W1_ /7 /9yS N B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. —I FIS Profile 1_1 FIRM IJ Community Determined 1_I Other (Describe): ^1f4 B11. Indicate the elevation datum used for the BFE in B9: IN NGVD 1929 1_1 NAVD 1988 1J Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area qr Otherwise Protected Area (OPA)? IJ Yes lig No Designation Date: N/A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 1_1Construction Drawings' IJBullding Under Construction' ®Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number _/_ (Select the building diagram most similar to the building for which this certificate Is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.a-i below according to the building diagram specified In Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G. as appropriate, to document the datum conversion. Datum r✓6t/O/Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? 1_1 Yes No t! a) Top of bottom floor (including basement or enclosure) 29. 38 ft.(m) 0 b) Top of next higher floor wi/�_ . _ ft.(m) O c) Bottom of lowest horizontal structural member (V zones only) o / r d) Attached garage (top of slab) 2� . 68 ft.(m) E c/ 3�3 • e) Lowest elevation of machinery and/or equipment w M. servicing the building (Describe in a Comments area.)(VCGWAFi ZB.92 ft.(m) E C 0 f) Lowest adjacent (finished) grade (LAG) 2 B. ft.(m) m ce ■ g) Highest adjacent (finished) grade (HAG) Z8 . ft.(m) 8 Q h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade ?V�l :J . 0 i) Total area of all permanent openings (flood vents) in C3.h W1,41 sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or Imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME _ LICENSE NUMBER Y 7 TITLE CUMNANY NAM /7W Pa4,r- 7A,(S ¢ st/.e✓EY�•(Y, �i►tc . ADDRESS STATE�O lg CITY OE��O FLO,?&14 ZI3Z72/ SIGNATURE DAT c�i` OOS TELEPHONE .3B6 73 4-70I'LZ FEMA Form 81-31, Janua See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from -Section A. For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite. and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 3 �i�t:o .e ✓E CITY STATE ZIP CODF Company NAIC Number ,t419/✓Go.PO .ce_o,P Z 3Z 771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/company. and (3) building owner. COMMENTS --I I Check here If attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For -Zone AO and Zone A (without BFE), complete Items Ell. through E5. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate Is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is 1—IJ h• (m)1-1-1 In. (cm) L1 above or IJ below (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7). the next higher floor or elevated floor (elevation b) of the building Is 1-1-1 ft. (m) 1-1_1in. (cm) above the highest adjacent grade. Complete Items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building Is I_I_I ft. (m) IJJ In. (cm)1_1 above or 1_--1 below (check one) the highest adjacent grade. (Use natural grade, If available.) E5. For Zone AO only: If no flood depth number is available, Is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? I I Yes I I No I I Unknown. The local official must certify this Information In Section G. SECTION F.- PROPERTY OWNER (OR OWNER'S R PkESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Seclion§ A. B, C (Items C3.h and C3.1 only), and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements In Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS 1_1 Check here If attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Thi local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. 1_1 The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and dale of the elevation data in the Comments area below.) G2. 1_1 A community official completed Section.E for a building located in Zone A (without a FEMA-issued or community -issued BFE) o)' Zone AO. G3. 1_1 The following information (Items G4-G9) is provided for community floodplain management purposes. f G4. PERMIT NUMBER G5. DATE PERMIT -ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY I ISSUED G7. This permit has been issued for: 1_1 New Construction 1_1 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _ ft. (m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _ ft. (m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAt•.1E TELEPHONE SIGNATt IRE DATE COMMENTS I I Check here if attachments FEMA Form 81.31, January 2003 Replaces all previous editions G;: 24 PM MAPONDA HOMES rAY No, ronda SystemsJ� WONDA SYSTEMS 4003 Maronda WaY Sanford, FL 32771 (107) 941.00SI Date: Febivary 14, 2005 • To: Building Department Frorn; Maronda Systems Elmer W. Bergman Professional Engineer State of Florida #50158 Subject: 313 Fairfield Dr. Lot 7-2, ORO-CEL 6CL00702, NEWA4 Left Issue: No place to install red heads (anchor bolts in the bearing wall). Fax (407) 381.3913 Resolution: This is an interior bearing wall on the first floor that transitions into an exterior bearing wall and is subject to uplift forces along its length of up to 2934 1LF. When discounting the weight of the floors 583# and 90 plf no requirement for uplift is required at these connections. Accordingly use LTS20 at the following points of the bearing wall in question. (These are intersections of interior -non -bearing walls). Column/post between garage door hing side and closet cohutm/post between closet and laundry, and column post between laundry and stairwall, -use LSD20 with (10) 16d trails and (1) %" trubolts a.k.a. %" red heads. If you have any finther questiors please feel free to call me at 407-321-0064. Sincerely, EIriier: . aprgrpi'an,,F. <vv; �� ENS�C •.,9� 1iJ�5' * No. 50 59 F�V %kc o SYATG OF �*Z*z�ss/q NA I' 101411 t11111N1 CITY OF SANFORD PERMIT APPLICATION Permit # `-J Q vl Llr Date: 3 O Job Address: 3 1 3 L» t- % GG l Gry A— 94—/ Description of Work: Historic District: Zoning: Value of Work: S j00 • s Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler la ✓ Pool Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets. Occupancy Type: Residential Addition/Alteration Change of Service Temporary Pole Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Commercial Industrial Plumbing Repair — Residential or Commercial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: M 0► rV^ d *, w S S %ce_ !le e- R rt .S4_ 1 S'o.0 Phone: Contractor Name & Address: /' w O v r r a iC„ L 3 State License Number: Phone & a KD 7 4- si.3 Contact Person: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: EF&000 9. 3-/ Phone: 6-00 J 346-- %fO id Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 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 m be found in the public records of this county, and there may be additional permits required from other governmental entities such as water manag ment dis i ts, state agencies, or federal a en i Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida i w, FS 713.. , Signature of Owner/Agent Date Signature Cc ctor/Agent Date Print Owner/Agent's Name P ontra for/Agent's Name Signature of Notary -State of Florida Date Signat a of Notary -State of Florida Pate v Owner/Agent is _ Personally Known to Me or Contractor/Agent is _ Personally Known to Me or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: Zoning: (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) CITY OF SANFORD REVISION (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER: 04-2942 ADDRESS:313 fAIKfIELP DKIVE LID-F 7 GE!-EKY I-AKE5 Pht2 CONTRACTOR: Maronc a itome,S InC,., of Florida CONTRACTOR FAX: #07-6 67-08533 DATE SUBMITTED: T-ue4claj, febrvarj 22, 2005 INFORMATION SUBMITTED (SHORT DESCRIPTION) FL-F-A5E 55E ATTAC4t6-P fOK K -VIEW AND APPKDV4-- CITY OF SANF001)RD �B 2 2 2005 RECEIVED T J. WE Maronda Syst� ems , MARONDA SYSTEMS 4005 Maronda Way DATE; February 3rd 2005 TO: Building Department FROM: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida #50158 Subject: Truss Repair Lott Sanford, FL 32771 (407) 321.0064 Fax (407) 321.3913 7-2 13 FAIRFIELD ORO -CEL NEWA4 DR LEFT Issue : Truss F2 floor joist has broken B.C. 19 -17 ( 2,271#) . Completed repair consists of 2 " X 4 " SYP No.2 scab on top of broken chord 19 and nailed from bottom up •314 " CDX was nailed to both sides of truss to joint # 3 - 17 ( web ). Resolution : The repair is acceptable when nailed with 10d common nails @ 3 " O.C. in all chords and scab plus 4 " O.C. webs. Sincerely, r Elmer W .BergMari,P.E. Date: 0.V03/05, E.W.B../ A:.�....... . 0�� BERG C E y;- No.50158 .. ,o STATE OF .�., •........ C.; PLANS CITY OF SAW01RD Oro ^ 'IEIACT1114 ISUED BY CITI WIMM77\NF0R1) STATEMENT NUMBER DATE: 104 76411 - � . 1y] --,-�--�^—� -° BUILDING PERMIT��r `� / / COUNTY NUMBER: / UNIT ADDRESS ---------- | TRAFFIC ZONE: 'JURI—e�1[IONN---T-: ----------------------------------------- ' O�� CITY-DF-SANFDRD--_--_- . T R PARCEL: --- ' SUBDIV ' PLAT BOOK: ��AT`nOOK PAGE^�� lB----�-------------- rf | �� "�". : NAME ' ]WNE� V}V ' - �� J ADDRESS: ' APPLICANT- '^' ---------------------------------_-----_--�- -�! ! ADDRESS: --------1l............. ---------------------------- --------------- ' LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached � - Construction ____________________________________________________ FEE BENEFIT RATE FEE UNIT RATE PER w & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ------ROADS -------- ------------------------------------------------------------------ -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705'00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 6384.O0 AMOUNT DUE $ 2,285.00 STATEMENT ~- RECEIVED BY: SIGNATURE: SE PRINT NAME) /| ��--------- -~ DATE: -r-�l /-' NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TD NOTIFY OWNER AND | ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-COUNTY 3-CITY ! 2-APPLICANT 4-COUNTY **NOTE** / PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ' | ARE DUE AND PAYABLE PRIdR- TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, | TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING ' A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR ' OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE ' COUNTY LAND DEVELOPMENT CODE COPIES OF THE RULES GOVERNING APPEALS ^ ! MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION O&FICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 865-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH -ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** / i (� / $ g �� , `f � �q C� / CITY OF SANFORD PERMIT APPLICATION Permit # : O C� / L/ 0�, Date: July 7, 2004 Job Address: 313 FAIRFIELD DRIVE LOT 7 CELERY LAKES PHASE 2 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $84,486.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,341 Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: Owners Name & Address: Maronda Homes, Inc. of Contractor Name & Address: Russell Keith Summer Phone & Fax: (407) 475-9112 Contact Bonding Company: Address: Mortgage Lender: Address: Proof of Ownership & Legal Description) License Number: CRC058496 Architect/Engineer: Tomas Ponce _ Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 '"` Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other 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 1 7/7/2004_ Signature qf Own dgent Date Russell Keith Summers Print Owner/Agent's Name A�� 7/7/2004 Signature of Notary -Slat of Florida Date too..* ....................................... LAURIE PELLEGRINO • �'• Comm# D00232804 ! ?� Expnes 7/162007 i 7A'�j��a ra Bonded = (800)432-4254: M••ar;.�'� F a Notary Assn.. Inc OwneriABor+<pie•�••?F•�• t1Slorrt11yK11Dwttttf Tole or _ Produced ID 7/7/2004 Signature o C t r/Agent Date Russell Keith Summers Print Contractor/Agent's Name 7/7/2004 Signature of Notary-Stat f Florida Date ...... ....... ...... •............ ••.•........ � LAURIE PELLEGRINO • d`1,'1�t"�+yi Comm0000232604 . 3��(/��i�9`r � Expires 7/162007 _ S®�` Bonded mn, (80n)432-4254: ........................................�awlorida Notary Assn.. Inc.i Contractor/Agent is _X_ Personally nown to Me or Produced ID APPLICATION APPROVED BY: Blda:lA 9'L O/ Zoning: Utilities: FD: Special Conditions: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) �$ --s-, C), -�r_ r FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: NEWA43B 7CL02 ADDRESS: 313 FAIRFIELD DRIVE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New - 2. Single family or multi -family Single family - 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 4 - 5. Is this a worst case? Yes - 6. Conditioned floor area W) 1884 fP 7. Glass area & type Single Pane Double Pane - a. Clear glass, default U-factor 162.0 ff 0.0 ff _ b. Default tint 0.0 fP 0.0 ft c. Labeled U or SHGC 0.0 ft' 0.0 ft' 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 143.0(p) ft - b. Raised Wood, Adjacent ft c. N/A 9. Wall types - a. Concrete, Int lnsul, Exterior R=4.1, 736.0 ft - b. Frame, Wood, Exterior R=11.0, 1062.0 fP - c. Frame, Wood, Adjacent R=11.0, 252.0 ft- - d. N/A - e. N/A 10. Ceiling types - a. Under Attic R=19.09 1699.0 ft- b. N/A - c. N/A 11. Ducts - a. Sup: Unc. Ret: Con. A H(Sealed): Interior Sup. R=6.0, 180.0 ft - b. N/A Builder: MARONDA HOMES Permitting Office: Coul U 5'A-�.�OL0_ Permit Number: (9y -Awt (U/ Jurisdiction Number: b 9 /S� 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 25465 PASS Total base points: 29983 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. ` PREPARED BY: 2aA4AAA1hAJD DATE: JUL - 7 2004 I hereby certify that this building, as designed, is in compliance with the Florida E rgy Code. OWNER/AGENT: DATE: ,uj� - 7 7004 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. Cap: 40.5 kBtu/hr - SEER: 12.00 Cap: 40.5 kBtu/hr - HSPF: 8.00 Cap: 50.0 gallons - EF: 0.92 PT' - BUILDING OFFICIALANS REVIEWED_ DATE: CITY OF SANFORD EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 1884.0 25.78 8742.5 Single, Clear W 1.0 8.0 40.0 57.68 0.99 2280.7 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1675.9 Single, Clear E 1.0 6.0 30.0 63.97 0.97 1859.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear S 1.0 6.0 30.0 48.22 0.94 1365.8 As-Bullt Total: 162.0 9164.9 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 252.0 0.70 176.4 Concrete, Int Insul, Exterior 4.1 736.0 1.18 868.5 Exterior 1798.0 1.90 3416.2 Frame, Wood, Exterior 11.0 1062.0 1.90 2017.8 Frame, Wood, Adjacent 11.0 252.0 0.70 176.4 Base Total: 2050.0 3592.6 As -Built Total: 2050.0 3062.7 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 36.0 1.60 57.6 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 36.0 2.40 86.4 Base Total: 56.0 153.6 As -Built Total: 56.0 182.4 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1554.0 2.13 3310.0 Under Attic 19.0 1699.0 2.82 X 1.00 4791.2 Base Total: 1554.0 3310.0 As -Built Total: 1699.0 4791.2 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 143.0(p) -31.8 -4547.4 Slab -On -Grade Edge Insulation 0.0 143.0(p -31.90 -4561.7 Raised 402.0 -3.43 -1378.9 Raised Wood Adjacent 11.0 402.0 1.80 723.6 Base Total: -5926.3 As -Built Total: 545.0 3838.1 INFILTRATION Area X BSPM = Points Area X SPM = Points 1884.0 14.31 26960.0 1884.0 14.31 26960.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 36832.5 Summer As -Built Points: 40323.1 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 40323.1 1.000 (1.079x1.150x0.85) 0.284 0.950 11548.8 36832.5 0.4266 15712.8 1 40323.1 1.00 1.061 0.284 0.950 11548.8 EnergyGaugel DCA Form 60OA-2001 EnergyGauge(R/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1884.0 5.86 1987.2 Single, Clear W 1.0 8.0 40.0 13.25 1.00 529.9 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear E 1.0 6.0 30.0 12.37 1.01 374.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear S 1.0 6.0 30.0 9.90 1.01 299.4 As -Built Total: 162.0 2001.5 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 252.0 1.80 453.6 Concrete, Int Insul, Exterior 4.1 736.0 3.31 2432.5 Exterior 1798.0 2.00 3596.0 Frame, Wood, Exterior 11.0 1062.0 2.00 2124.0 Frame, Wood, Adjacent 11.0 252.0 1.80 453.6 Base Total: 2050.0 4049.6 As -Built Total: 2050.0 5010.1 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 36.0 4.00 144.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 36.0 5.90 212.4 Base Total: 56.0 246.0 As -Built Total: 56.0 314.4 CEILING TYPES Area X BWPM ,= Points Type R-Value Area X WPM X WCM = Points Under Attic 1554.0 0.64 994.6 Under Attic 19.0 1699.0 0.87 X 1.00 1478.1 Base Total: 1554.0 994.6 As -Built Total: 1699.0 1478.1 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 143.0(p) -1.9 -271.7 Slab -On -Grade Edge Insulation 0.0 143.0(p 2.50 357.5 Raised 402.0 -0.20 -80.4 Raised Wood Adjacent 11.0 402.0 1.80 723.6 Base Total: -352.1 As -Built Total: 545.0 1081.1 INFILTRATION Area X BWPM = Points Area X WPM = Points 1884.0 -0.28 -527.5 1884.0 -0.28 -527.5 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,. , - ' PERMIT #: BASE AS -BUILT Winter Base Points: 6397.8 Winter As -Built Points: 9357.7 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) 9357.7 1.000 (1.068x 1.160 x 0.87) 0.427 0.950 4106.6 6397.8 0.6274 4014.0 9357.7 1.00 1.083 0.427 0.950 4106.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeORaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE I AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.92 4 1.00 2452.52 1.00 9810.1 As -Built Total: 9810.1 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 15713 4014 10256 29983 1 11549 4107 9810 25465 PASS EnergyGaugeI DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB N3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area: .5 cfm/sq.fL door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings > 1/8' sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that Is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps In gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous Infiltration barrier Is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, Installed inside a sealed box with 1/2' clearance & 3' from insulation; or Type IC rated with < 2.0 dm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606. 1.ABC. 1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA-22 0T14FR PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements In Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 ki ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.2 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 2. Single family or multi -family Single family - 3. Number of units, if multi -family I - 4. Number of Bedrooms 4 - 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft ). 1884 ft' 7• Glass area & type Single Pane Double Pane - a. Clear - single pane 162.0 ft 0.0 fP - b. Clear - double pane 0.0 fl 0.0 f - c. Tint/other SHGC - single pane 0.0 ft' 0.0 ft- d. Tint/other SHGC - double pane 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, I43.0(p) ft - b. Raised Wood, Adjacent R=11.0, 402.0ft c. N/A 9. Wall types _ a. Concrete, Int InsA Exterior R-4.1, 736.0 ft b. Frame, Wood, Exterior R=11.0, 1062.0 f _ c. Frame, Wood, Adjacent R=11.0, 252.0 ft' - d. N/A e. N/A _ 10. Ceiling types _ a. Under Attic R=19.0, 1699.0 ft' - b. N/A _ c. N/A 11. Ducts - a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 180.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code npli t featur Builder Signature: Date: JUL - 7 2004 Address of New Home: City/FL Zip: Cap: 40.5 kBw/hr _ SEER 12.00 Cap: 40.5 kBtu/hr _ HSPF: 8.00 Cap: 50.0 gallons - EF: 0.92 PIT' - *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarbdesignation), 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 Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v330) Maronda Systems Engineer of Record Design Criteria: TPI Maronda Systems Page 1 Of 3 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL00702 7-2 FAIRFIELD DR ORO-CEL NEWA4 LEFT NEW HAVEN A4 NEW HAVEN FLOOR This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCIF 7-9R_ Thaw tnccpc ara rlocinnnrl fnr an nnrincorl hnilrlinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Revie ed No. of Eng. Dwgs: 34 Layout 11-5-02 V 11-5-02 Roof Loads - HIP 10-20-00 W 11-5-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf A 11-5-02 Y 11-5-02 Al 11-5-02 Z 11-5-02 A2 1-10-03 Z1 11-5-02 A3 11-5-02 FLOOR LAYOUT 3-7-02 Total 33.0 psf A4 11-5-02 F1 3-4-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" G 11-5-02 F2 3-4-02 G1 11-5-02 F3 5-9-03 G2 11-5-02 F4 3-4-02 Floor Loads- H 11-5-02 F6 5-9-03 J 11-5-02 F7 5-9-03 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf J1 11-5-02 J2 11-5-02 J3 11-5-02 Q 11-5-02 Total 55.0 psf R3 11-5-02 DurFac- Lbr: 1.00 DurFac- Pit: 1.00 O.C. Spacing: 24.0" R4 11-5-02 S 11-5-02 T 11-5-02 PLANS REVIEWEI CITY OF SANFOR Ll 11-5-02 INV # DESC QNTY J U L 0 8 2004 18331 EHUH26 18330 EHUH28 18360 SKH26R 3 18361 SKH26L 3 18362 SUH26 18370 THJ26 4 FLOOR SEAT PLATES 26 SEAT PLATES 44 1DATE: D T F- J J: mm JOB NUMBER' NEHA4 \l CUSTOMER: REVERSED JOB NAME: NEW HAVEN A 4 I DRAWN BY: Uy D I PITCH: 6/12 6 4/12 O.H.: 12" -6.1 BEARING ' B" 6 3.5" LOADIN 33p9'f 21-4 18-8 J U L 0 8 2004 W 0) O M N LL 40-0 N LL— LL N LL N LL CV IL 1V LL N LL N LL N LL UL N LL N LL N LL N LL N LL N LL N LL LL M LL LJ r- 0 w 35-4 JOB NUMBER: NEH4F DRAWN BY : 1 DATE: 3-7-02 Dada @sigaCUSTOMER: REVERSED PITCH: OH: el ( JOB NAME. NEW HAVEN 4 FLOOR BEARING: 8- & 3.5" LOAD: 55# pst M i N H I B-91 Summary Sheet COMMENTARY and RECOMMENDATION'S for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES it is the responsibility ofthe installer (builder,building contractor, licensed contractor, erector or erection contractor) to properly 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 otherstructural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood a[ tau. ,- ., I.M... JCAUTIO'N Thd'bdilder;:bdildin g;coniracto�y�licensed_=; i••i _i i v.Y.i J•.I+.i1 i�� att�C,� _ g'{i4 a' '^: • ,i �;r!�� : :co'itcactor 46�ectoTorerectioriicontracior.isadvtsed . ��.=-Ito-otitain,,and,iead the.eritire,booklet :-Comm�r iary'c: t'•. �t:P:i7: x;Lc sl;`1'+y^ n:fJ ,r.,,- `w� r' - tio-ia� --'',:� `_•na...-.:m, Y•1',rn.u-0 �9W %3•wei:,v <santionsifoF:H.�dli l, iVn�g;7 1"; r9c1ri..'•:fs: ,•�rvt1.a-�.^':a:.i. i,n7',:gaRmmenaao�TMea:•rn...... ..' .•i•.i:; s�,,'Sracingaoli1 -C os._Wr:reN9";-fiitute::.r.jt rus 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 by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. -„>CA'LITIOM:dAllterrl;porarybracingshoufd:fie�ioless --;,:than 2x4 rade;marlieiiSKuinbe�{:'All connections;? :should•'6eiiriade�.With�mtninnu`rpiot:=2=16i� ria6 s: ♦' •� .R:' a��l :'.c:. 'w�)iTif.?r'•,.'F';,=:k` .,-*"•ar'.�.x-- rr,. _ _ '�trusses`:assumed.2��on=center:or"fisss ,:A11•i-hulti-piy '�;,�;;,�:sc:-xtrusses;shou_Id.�bet'connected iogetiiee;;in�acco�e, dancenniitla�desiglncd'todhsstb 6ation: TRUSS STORAGE JON`iTssessh6uld :not kie*z •. F%'1:� Nyi,n;•s?:a; +:•.. �.-'r�,.Ui.,c:.,.•;vN:ici.trn 'sn�.,`o- =L[:;',r?M:;-n:•7 tiiinloaiieii:onirough•'fe rain'.orrun :even•suffaces--Whichscould;cause •; age:to.theAnis0: -'PI, •y, �� ai<I Nii' sl. iiy.,;-: .l5 ;,�.`I�iy... =,'-� + •-7russes�storedr�horizoritall 'should';be� A rA .,{o: revent,excessive'lateras;::su _ported ota blockmgP:,�.,• ..� ,,;,m�.s atY,,._.:, }�:�:,,firaced';tolPreventvtopPltn.g ' •'f..: ben ing'and lessen moisturex�atn {�' «Y;. # :�z,::;z� 4 : • - ..r,4 ••rota:: - -- it l.47 �- r •I: 5 i :nEl: c e:: '4 9 1... :. i 'break�liand n ` until:insfallatioi�.s�DANGER ot•'store�bundles up fight; unless; 1NAF2NI'NG. Do'not- 9„ ^F ,; -r��`'r ��'�',-'• •it+SS�r ;y,?:, ...,;y�':k�=f'i w :.<,.ti,, _tv,a� .. r,'.. ,..,..,,ro-��.R,.:..f;•.!i6::�� i �r' Ij 9•%Ei'.�-:?:"..-'..,.—t:Y �erre:::should;!be+exercised; irop,,d�,,�,.R'..pceistataleghor'tzontal --t41 4 i;r=t_F + �',t.t3:aF."`1:Y.Nrai'nfi.s.Gk.au-,:_r 7s•r'.;.�: :':�^a:«�--+_�•:ll'+�+'�' =3i ��-Ii;'�nu,J?'Y�� r'a'`'.s:.`.'�"M' •uxl.:_,,=_.at, .. . a5,r,T. AttsA.F.. ;.extkin.�xa.kM onq..;tru4.rcs'_i •.ea.sDNGR-y,7Nw. h'�•,.'h f t.,lal D,dnotl;•F•rtl.d.:r .a .,]! ,.in):y._s`,i`n, `.g. iARN�andgrmdaneelypn.0fa'. 4bandsD+ oznotuse3'clamai ed':truSSeS�r>�_ �a�+ , „G Pro;ibt �?41, >r : Frame 1 Ilat��effir ltnssesZtrfhe � MECHjA-NICAL'�� so° A60* NSTAL 4$';r or less ATag pproximately Approximately Tag Line '/x truss length '/ truss length Line Truss spans less than 30'. Spreader Bar Toe In � / Toe In Approximately r/. to'/i truss length Less than or equal to 60' Spreader Bar Toe In • 1 i.,` ,r• f+ q� Approximately 1/2 to y., truss length Less than or equal to 60' Tag Line Toe In Llf ing 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 truat: 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 tern rary bracing is installed. Sirongback/ SpreaderBar Tag / Line Strongbach/ SpreaderBar At or above mid -height Tag Tag Line Line Approximately '/i to'/: truss length Greater than 60' ove r: ':braciri :sh( wina. is::summaryy;sF eetu d-,;ideguate;for:tFi` I :� �„ ,� :.,-, ;V:;• :'.iy ;. ��:Y _'r�'• �s�� i,.,^• ';'r�,.t"'r'u�'s"zs�ve.cs' '.w:•.`rivtl:v�-•.u•::+;;�`-v7:h.. •rw,.,r',•„n"..ti:::+rr7'�.l=.•":nr..+,H'�r�%'onsN,t^`t•ate l➢t•':+:1irM,,�Ey•:.rr're9"isereLtl HPier.•rr.ro, .e6 -g7:n1e.lti,a� ciff h:smilar�conY.�',.ererjt ', T;n,rr •:. :,,,c XF7•"rv: .4�•ti�,rf ...{i�••r�, ��a...,. i.7'.`�cirt,F.�F55fa� an : :P. tis}�r?r��yp' y "'"' sired "The -=eh jineerr ria tles gri bracingrin,accortdance,wit br.acin,g;farrangeinent=;Is de ` :t. ,u:t:r.: - •naZ: :i- :rr�'ua}i�,b•::rv:.,si cl'.' ?-"-` 'rrri�+,.arrf1;"{7t;:e;r�,,,,••`.,'��;;-v��'+,'.•�Y''+a•�r::�:"�.i,.�( - esi' n�S ecificatlt n for'Tem ora 13ractn ,ROM, fetal rPfate lConnectPtl: lNood s=� Aecommende'.UM .P . rt g �n - a i:��-r'• ' ` •/ P' ,.,�,..� .tit....-m , ��:..a: ;; r-'•. ,•. w�r• i' •-Inl• •lLti..: ]i; ��r+ ::P4i::•,�(•J. •i 1., .n •:.•v,_.:Yri•�:F:��ii:.�w :k1:,N.•_]i`F1�ci y:Cif..m.. Sr,.n ,I,'+�l� �'�:-•.^_.. -h ^C5';�•?fir, tr�t'ti. i.1�Lr �1 r4 1C n.Fs r•.itTi h.-r, �r �i`ri.:i �M1r rv. 4 >;Truss'est? S'8-89;-:andMn:sortie±casesrdetermine`#ha4?a?tivider,apacingtis possf :.GF�O.l7ND"BRA'Cli�lC':3lllf.E:�IhEG' lI��EPIOFi" CPGCIf�ID'BRA�II�G:'Bllll_®I�G:EJi�"C y,.' r -__i 'ram GBD; lop Chord Typical vertical End Wall �� t II attachment I PlanLB \ .. i' �r:iF-•=lam 1�•jl'• F� I —I 1' j i Blociunq I-J 15t'trUDW&M�d } I:'c_e grougol-Ynieuce Endtbr-yc�er! EBf� I ri,•k`(tGroundlbrace �i ;. � •�� ri I / ',ram.,• � uy is -�' '' Ground brace . • 'y'`•,�,`''I :j�'��I�l �` I Ground Brace vertical (GB ) 'GBV Vcrticala (GBV`)�� Wut `\ S� ntnf tie member with a (HT) Ttru— of bra. oup of truaae (cB) Frame 2 12 _7 4 or greeter f Top ehorda that are lalerolly braead can buckle together and cause eollapee Ilthere iono diago- nal bracing. D�egonal bracing ohould be naiiad to the underside of the lop chord when purling ere attached to the topside of the top chord. DF - Douglas Fir -Larch sp - Southern out ernPiine HF - Hem -Fir SPF JD" t0 32' yr' 10 7 over 32- 48' 4112 6 6 4 over 48' - 60' 4/12 5' Over 60' See a registered professlonal engineer DF - Douglas Fir -Larch SPF — Southern Pine HF -Hem-Flr spruce -Pine -Fir Co!;, hord All lateral braces LatRe,'lapped at least 2 �trusses. 12 5F— r:PITCH� 12 4 or greater Bottoi at eac n `BO OM'CHORD'D OD :DIAGO",4LMA!6E IACE 'SPACING:(DBg)-` M' tg)�a � xa�'?I��'ti•usse�];hr'F� 20 15 10 7 6 4 esional engineer SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. F: M�eNa�Q��i.A�►�:. -a� •�:�U. ,�+':' ::ra.•M.rteu. •-, �.. 1r-•`- _ i .0."r � �n;."•!L='vi3e�s'_"='�j....•� ,d�•.c; .:, �,. :Y�. ;r,,., +..• ssI': ;g:w . f `%�raL'- -f: �,x,u' r"5;r,.' ai:trlii:f�.;2 K;G; Y'r �'•`'«•' ,r.,.4 i ailure:t,'1f•ollovik xesesnecommenda ionsmoulcJ.resultlra;:.�;., ' �..;, t' F t+ :;?Cl1/,gF3.IVGN6'�F G �r�'x ,• c; �:';t:c•. 'J J- .- .t . t• d °,•9- tt•,':Js•c..:; ti; ;'•Sr1 :." '�''+`eL v ? _ - ,,�� SHtr' j:iriTcGS':' !C..,fir' 1 ` ?• +: : +: �,., ,- H i. -•il' w+. _ •r��c•+ 1 -+� t;7.x .•M f(�i, '.�I�.�. ��..., ., '+ti�i'^:�.; .'�. �... _ +P,l•':i:,r•' `Aj-' .e:• - ersonal+i., IJl'i nO�j (•- ama eho'-'tmasses;or, dwhings. ;,,aa., :", �'.^- �' •,:i^; G.;,_;tr.}�� f7�r:! . yc r „P,.. ,:,,:•„ , t.i Y,•, t_ 9 „ A `�t ..�i(:'�':".�i't; .i'l e. r a� .CU •'�'�RC..,.�....1•.. rS�. Z:ii.i'1'_��'�s:'�eY.; 7'.`�1ir,}.�1iT�,'%�^tiyr=.� � �3�rS-'i�.41:—:— A••�7-'AGJ1L -:E:. �•:?.: ��i: ..S''s; Cross bracing repeated at each end of the building and at 20' intervais. 'j',W =B-1MEMBBR'P�LAtEE' {Bile" Xk�SJ. xr355 '�,--��-' .{��,'t`F4�;5,,'�;',r T.� { .... s Q`+ ri �'jrti,�'� j1�,� 4» f .�,y ��• 'r :''�T`a:T:.: r�•rt: ,- C:,•-.. .. 1a:G.i�11' :.vM.I t�'inj'""E•: � • xp ;: � �. ��n , '� .. 9q14 � � `•Ltd,.., �t� ;•::� _�r�a'c: �4:: ?7r%':::; : rl, TOP C.... � q�.., Aa•�nevL•: J, w. A V -•._.',.,_� ' . . �. i'.. ;DIAGONAL BRACE w,..,.w......,... 'V •,li I 4. tr•.+,� hJ -;4'SPA•N t MINIMUIMV�} "DEP.TH':t'SIA�'SP�:wr� . r LAT;ERA'L`,BRACE BS)" 'SPA'CING' (DB")►°'{ trusses 5.;�;�A , :• n w� _ !��yy�Q�¢��. Gt.1J+�'4:.f�[: 11CING(l y{# ]r .y1 �,,_ •.t"-ti.,'. ''J �l. ,`S.'� `1r`7..: ;, ;S P,'/:D Ft� S.P,'F / H F U to 32' 30" 8 16 7 0 Over 32' - 48' 42' 6' 6 4 Over 48' - 60' 48" $' 4 2 Over 60' See a registered Drofessional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir - $ r` L' The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 2x4/2x6'`:. PA'RA�L'LEL4 '; TCHORD�TRUSS�" Top chords that are laterally braced can buckle together and cause collapse If there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the lop chord when purlina are attached to the topalde of the top chord. End diagonals are essen ial'4d stability and must be duplicate both ends of the truss system. 4x2;PARR'LL" LIICHORD TRUSS'TOPeCHOR"b' ' Top chords that are laterally braced can buckle togetherand cause collspee If (here rano diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purtino are attached to the topalde of the lop chord. rrame 5 Continuous —. Top Chord �\ Lateral Brace T Required 10' or Greater Attachmer Required / 10rr 20 iD6s) asses /yam J y 3PF/NQ 2' o c / 30" or } greater Continuous —, Top Chord Lateral Brace w Required T �\ 10' or Greater. Attachment Required — • � I Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. I U, P V P. RE DIA AL GONBRACE R -k*,;.MINIMU An 47PITC UAI. 1,-,o gRT., SPACING (D B'§)- vzr., -.'SPZWVIMV4�.'� RMt r, trusses iA . . . . . . 'SR /DF... -SPF/ Up to 24' 3/12 8. 17 12 1 Over 24'-42'1 3/12 1 7' 1 10 6 Over 42' - 54' 3/12 1 6' 1 6 Over 54' _4 See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chordo that are laterally braced can buckle togeth.rand cause collapse ffthere Is no d iagn "", bra, i n g. Dia$)onal bracing should be nailed 10 the underside of the top chord when purling are attached to the topoide of the top chord. 'P, uS "S %! ,.W.ARKING:-Faiii.jib-to%fbHoWt-h psp recommd severe Dersonal4rijury or, dkhziqe.-to-trust;es.or buildings-. PLUMD Truss Depth D(in) Lesser of D/50 or 2" A Maximum Plumb Misplacement Line 12 3 or greater /Z • ""41 All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10'orGreater Attachment Required 114 S TAULATI 0 N 7 TO L E R AVG a�..*-,,, BOW Length L(in) y; 121, 1 /4" 24 " 112" 1 2' F-3-6" 314" 3' 48" 1 1 4, E;0-, 5' 72" 1-1 /2" 1 6' 134" 1-3/4" 1 7' H; 08" 1 2., 1 9' OUT -OF -PLUMB INSTALLATION TOLERANCES. ....... ... .... ....... t Lesser of LJ200 or 2" L(in) L(in) Lesser of L/200 or 2" L L/2.00-�%tl_��),, 1260 200" V 16.7' 2501. 1 -114" 20.8' 300" 1 1-1/2" 25.0' so.. 114" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5, OUT -OF -PLANE 114STALLATION TOLERANCES. stanc ld'- .61rcum6� escrip Rabe'd jonibe:0 t con stfuctj6n4da s d �w DESIGN INrORNIATION This design is lit all imliridual huildi.11 cmpws-n ant! has I— InSN nn inl,umul,m pf-lJcd by da client. TIa d-igtar disclaims .ny resptmsihilily Ior dauugcs n • (wilt at. lauhy ur ilhc.ssreu inf—mlion, spnllmaliwn uWa dcuigns 6u sashed to da uwu d.slg,cr by do cl km nod .la cwrccttass a accur.cy of 116% inharuralim as it any relate I. a tpe- cilk pnh)cn and nccpts nil resp,msibillty .0 Sscrtfms w cuana nigh rep.rtl m talarka- Ibm, banning, d,ipnsenl ad Insulladnn tf uutsu. I his truss has Itco designed as mt u4" bulh Iff11 1-1919i5 gsandwpNa1159m1 In accu.lame Isilh .n b<IaclrlIsrs.cJ .. pjn .1 Its. budding dafgn by a O aildlug Dcsipar (rcplsmrcd amhltect a famfcssi,aml cm, raccrl. Wls:n —i—A f appn m by IIa IauilJinp dnlg—. Ile deign Inmliags shsws muss he chics4d lu h, swe that da data dumm arc fn ag,ccmcu. .-ill, the lacal twildlnp cads. Leal dlna(a rcc.rda hr r.IN rr sum.• Inada, Pnyml Slacclfc11117 ..r speefal applied loads. Unless sla . cuss lass nil betel detigncd I" dna-g- w 1—pa sy torah. The design asvmao n n,""miu. cb,vds (Ip.r fical—1 .r. cuuimn wsly bracers by .lanhincc u,Jcn ullaravlsc slaci OcJ. Where laut,m chards in anfhn ■r. mI fully La- d la.enlry by . pnparly applied ric61(citing. they slnuld be braczd .1 a geld .1.'1—m s. of 10'-0' o C. Cuanmmr plates .hall b. msrmf—a—d lawn 20 ga,,g- ha dinIcd galranized steel mtedn. ASThl A 6S3, Grad- 40, wku .nlaruisc sfa, a . FABRICATION NOTES Prior In fdadsalim, der 61ad to shall rc+icw Ibis tltarlul III roily that this drasing is hi c.nb atuaixa allb the Waicala'% plans and In ,-It" a canllrs,ing ".mansibilily In Hach rc.f- liilinn. Any dise.cpneks a1- . be put In anbinp ha lwe uuinp - aalrka, in %. 1 i+ma dull raw la insuflcd urer kn,.Ndea• toots or dl.mrwl gnln. M-dars shall I. c.I Lr'tlgbl Old na hn.al to .•ad hearing. Coo- -cf.. Pluc. dull lac hcatrd an b..h faros ell Its, uua%Is•hh mils fully lmis:,Li d ud da.11 he Syria. 1burl Ilc )alai undcu ttlat alu Am— A 511 plan. is S' wide . a' 1—. A 6.6 pinc is 6' Is4ale c 1' had. Shia (helot.,) run P.,allel to do Plat, length apamlfncd. Dnuhle coat un —h m antsesa %lull —n.1 do e.nbnld of 11. Iscbs unlcas uthcrarise show.. Coorfc-aa pine sires ..e.nf al—n d1-s based can it. lurees IN_, suit assay .need In I. berea.cd fur ccrr.in har.l- linp anal( .1c-line strews. "is bins Is nut Io h. 1a1..luaJ odhb fire mrardaw I-1 .1 land¢( skins lactwisc shusm. For udJiliaml Inllr.nlalian m Quality C"Iful refer to ANSIII PI 1-1995 PRECAUTIONARY NOTES All ta—lnc mat crmbao rc-.mmac.danl.wa arc In It. full,nard in acx 11— wilh'llanlling lamlbl.p a Braei,sg', N10.91. musses arc m be ha.dlN Isiah Panicul.r um tinting fun.linp and 1-11bC. ddi.ny and innallatin n In .,,aid damsge Teoprraq arsal lsermanea bracing. lass budding uusscs M a .tr-igh. and plat-1, I...mu• Id...d fa (-,sine latent lame, shall h. Iksiptrd and Iwalled by others. Careful haw- 1, csscalal .a,l ermbn Iv-aclrrg h al..-�ys re,rairN. N.rlhul Ir¢su,iuury .edam by tru uM Icytnitcs such Icmirum'y laml.c luting. htlatlauan bel+<sn ttusse. m amid I.pPli.ng and damimi"... 'f la stgscrc)s1utl of crtClbm ni INsfts anti he utllln the nwrdl of gel I+ms ecpcaic al m r4 Inwllnhn ell u.atte s. Pndessbnal Wde- shall be snlchl it needed. Cmacmrml'm ul t3umfusdud loads.(cola Itun Ilse dedpt lauds Shall au+ la ygnli d la uuts<s at any time. Nn 1.1d% whcr Ilan der ncigld ul list: Cr ccf'r. doll III, at lint In dusts ..If after all IssOcning. had taw C 1s ampictN. ITTP It LOCKING . NIAHONDA SYSTEMS HIP GIRDER (marsonda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 CF ENBROOR Cl.OV1EDOYI-32766 Ilcatan lrn,�i• A...I...:. 2x OF MI O: I I IPD ETA l lA TI: flip BLOCKING ADDED TO. TOP CHORD STEP HIP TRUSSES TO SHORTEN R OSB NOT TO EXCEED 24 t'O.C. TO BE NAILED TO TRUSSES W/ S @ 12" ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING WARNING: I1EAD AI,i, No,rES ON'1'111S SI1G.l'.I'- Clig. JDII: 1Vo: 11I1"'DLTAIL A COPY Ole T111.S DRAWINC TO ills GIVEN TO ERECTING 1)O'g: TI•IISS 11): fill' CONTRACTOR. Dsgnr:. OIL: hale: 10-20-00 1116ACINC WARNING: rC Live 16.0 psf 1)111-17ac - Lim 1.25 Bh acing %hu,.n on this Ji ao•ing is nun c.cuinn hrn ing, r;nl h,scin••. P,,,ul 1,n-11,-,r similar Noting which Is a Pan ell the Isaildin. X TC Dead 7.0 par Dii aC - Pll: ]1.25 If .,d which mass. he caju f 1N by Ila hutiJing dcsignu. Ill acing d,n,l,a is InI .21supPwtnlIm"numl-S..aly lolc.h.cc trot Olin; lcnph I'hurisumsmusl lrg tit. Live 0.0 psf O.C. Spacing: 24.011 nod- .n um b.. I:ucnl hrac•ing al gad. root sect itird hcniuns dck,mi.aJ by dr building dcsigncr. AtlJidunal haq:inp n( IIa urudl 0...... nnay Ic mhpaitcJ. IS" 1110.91 ad let). BC Deal) 10.0 PSI* Design Criteria: TPI (Muss 1`11w Inslilme. TPI. Is hacmcd .1 513 D'Ondna U,irc. Idadis.nn, WiYu in 53719). Code Desc: roTAL 33.0 psf Vet 1_01,011- 30106- 1 --• •••••• 1...1c-t-Ilan U11U]h1rr1,utt-i HCS• 01.01.00 1 1 j3: NEW HAVEN A 4 AC: 10# UPLIFT D.L. WO: NEHA4 WE: TI: A ATY:1 I DESIGN INFORMATION This design is for an Individual building component and has been based on Infor iatlon provided by the cllenl. The deslgner disclaims any responsibility for damages as ■ 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 os It may relate to a spe- cific project and nccepts no responsibility or -rebo no control with regard to fabrlco- Lion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In lenslon are not fully hmced Inlerally by a properly applied rigid telling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shnll be manufactured from 20 gauge lint dipped pplwnlzed steel meeting ASI'M A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtcollon. the fabricator shall review this drawing to verify that this drawing Is In confommnce with the fabrtcolor's plans and to realize a conllnuing responslbUlty for such verb fleallon. Any discrepancies are to be put In writing before culling or fabrlcolton. PL des shall not be Installed over knotholes. knots or distorted gain. Member shall be cut for tight filling wood to wood tearing Con- nector plates shall be located on both faces of Lite Iruss with nabs fully Imbedded and shall be syrn. abonl the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long A 6x8 plate Is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web nmmbera shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minfor u t sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses Thistruss is not to be fabricated with fire retardant treated lumber unless otherwise shmrnl. For addltlonnl Infomation on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommcndallons are to he followed In accordance with 'Handling Installing A Bracing'. IIIB-91 Trusses are Iri be handled wllh particular care during banding and bundling, delivery arid Installation to avoid damage. Temporary arid permanent bracing for holding Iru"es 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. Noma) precautionary action for trusses rcgi,he, such temporary bracing during Installation between trusses to nvold toppling and donnhnobng. The supervblon of erection of trusses shall be under the control of persons -perlenced In the Wtall.tlon of trusses Professional ndv1re shall be sought If needed. Concenlmtlon of co-tructlon loads greater than the design loads shall not be applied to trusses at tiny time. No lords other than the weight of the erectors shrill be applied to messes un10 afc, all raslcnWg rand brachgl is completed. TOP CHORDS: 2x6 SP #1 D SOT CHORDS: 2x4 SP #1 D WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 822# Support 2 870# MAX LIVE LOAD DEFLECTION: L/835 at JOINT #11 L=-0.50" D=-0.50" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.49" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.24" RMB = 1.00 6-9-12 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H. 22.0 ft, I. 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W= 36.0 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 -4301 0.41 14-13 4058 0.78 2- 3 -4318 0.45 13-12 4079 0.79 3- 4 -3374 0.30 12-11 4147 0.67 4- 5 -3374 0.30 11-10 4147 0.67 5- 6 -4318 0.45 10- 9 4079 0.79 6- 7 -4301 0.41 9- 8 4058 0.78 = ........===Joint Locations..==o=oo==o==== 1) 0- 0- 0 6) 29- 4-10 11) 18- 0- 0 2) 6- 7- 6 7) 36- 0- 0 12) 11-11-.6 3) 11-11- 6 8) 36- 0- 0 13) 6- 7- 6 4) 18- 0- 0 9) 29- 4-10 14) 0- 0- 0 5) 24- 0-10 10) 24- 0-10 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1257 23 -822 BOT PIN 35- 8- 0 1256 0 -870 BOT H-ROLL 18-0-0 18-0-0 Ilk 1 2 3 5 6 7 Ono 3X8 Face = 0-3-12 0-8 5X8 2.00 I 0 I 2.00 J1i$ Face = 0-3-12 1741-0 17-4-0 11 l3 12 11 10 9 81 1257# 8.00" 1257# 8.00" 160 I� 36-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA 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 WAKNINCi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on fhb drawing is not erection bracing. wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer Omcing 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 locallons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rrruss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). 160 scale = 0.1718 Eng. Job: WO: NEHA4 Dwg: Truss ID: A Dsgiv: TLY Chk: Date: 11-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 13305- f JB: NEW HAVEN A 4 AC: 10# UPLIFT D.L. WO: NEHA4 : WE: TI: Al ATY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #1 D MULTIPLE LOADS -- This design is the ....... =_====°Joint Locations=====____=_____ This design is for an Individual budding BOT CHORDS: 2x4 SP #1 D composite result of multiple loads. 1) 0- 0- 0 6) 29- 4-10 11) 18- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 7- 6 7) 36- 0- 0 12) 11-11- 6 provided by the client. The designer disclaims WEDGESI 2x4 SP #2 continuously braced unless noted otherwise. 3) 11-11- 6 8) 36- 0- 0 13) 6- 7- 6 any responsibility for damages as a result of WndLod per ASCE 7-98, C&C, V= 125rrph, 4) 18- 0- 0 9) 29- 4-10 14) 0- 0- 0 fnultyand/ or Incorrect rdesignsfurnishedtlon. thetru fications sdesign and/or design! famished to the tuts! designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 22.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 5) 24- 0-10 10) 24- 0-10 by the client and the correctness or accuracy Support 1 822# Bld Type- Encl L. 40.0 ft W. 36.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis tnfornatfon as It may relate to a spe- Support 2 870# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Ltoc Vert Horiz Uplift Y-Loc Type c6rc project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 4- 0 1257 23 -822 BOT PIN lummises no control%Will regard to fabrica- L/835 at JOINT #11 35- 8- 0 1256 0 -870 BOT H-ROLL Lion. handling. shipment and installation of trusses. 7fiislrus_shas been designed asan L=-0.50" D=-0.50n T=-1.00" ..TC...FORCE ... CSI ..BC...FORCE... CSI Ndividual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTIONt 1- 2 -4301 0.41 14-13 4058 0.78 ANSI/TPI1.1995 and NDS-97tobelncorpomled T= 0.49" 2- 3 -4318 0.45 13-12 4079 0.79 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3374 0.30 12-11 4147 0.67 Designer (registered architect or professional T. 0.24" 4- 5 -3374 0.30 11-10 4147 0.67 ' engineer). When reviewed for approval by the building designer. the design loadings shown RMB = 1.00 5- 6 -4318 0.45 10- 9 4079 0.79 must he checked to be sure Ihnt the data shown 6- 7 -4301 0.41 9- 8 4058 0.78 are In agreement with the local building codes. local climate records for wind or snow Inds. project specifications or special applied loads. Unless shown. truss has not been designed for dotage or occupancy loads. The design assumes contpression chords (top or bottom] are conllnu- ously braced by sheathing unless otherwise specified Where bottom chards In tension are not fully braced Literally by a properly applied rigid cellinq. they should be braced at a maximum spacing of 10'-o' o.c Connector plates +hnll be manufactured fmm 20 gauge lint dipped gnlvnnlmd at"[ meeting ASFM A 653. (:mule 40. unless otherwise shown. FABRICATION NOTES Prior to fabricallon. the fabrimtnr shall review this drawing to verify that this drawing Is In ronfonnnlice with the fabricator's plans and to reallze n rontlnubng responsibility for such veri- flcaurin. Any discrepancies are to be put In writing before culling or fabrication PLtles shall not be installed over knotholes. knots or distorted grain. Members shall be cut rot light fitting wood to wood hearing. Con- nector plates shall be located an both faces of the inns with mall, fully tntbedded and shall he syin. about lhejolnt unless o0erwise shown A 5x4 plate is 5- wide x 4- lonlf- A 6x8 plate Is 6' .tile x B' long Slots (holes) Writ parallel in lilt plate length specified. Double ruts on web nnemben shall meet at the cenlrold of the webs unless otherwise shown Connector plate sties nee :dnhnum sizes based on the forces shown and cony need to be increased for certain hnnd- Iing and/or erertlon stress" This truss is nor In be fabrimled with fire retardant healed Inf,antler unless otherwise shown. For additional "nnntlon on Quality Control infer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Irt rolling d Bncing-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid daniinge. Temporary and permanent bmcing for holding louses lit a straight and plumb pos- Itlon and for resisting Literal foMts 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 InslnlLatlon between trusses to avoid toppling and domutobng. The supewtslon of erection of trusses shall be under the control of penons experienced In the Installation of truss". Professional advice shall be sought If needed Cal cenlmtlon of construction lads greater limn the design lads shall not be applied to :limn at any time. No loads other than the weight of the erectors shall be applied to Imss- until after oil fastening and brachtg Is r ..pleled. 6-9-12 0-6-6 18-0-0 18-0-0 l 2. ` .. 3 1 5 6 7 1Aa 3X8 Face = 0-3-12 0-8 0 5X8 2.00 I Q "' SX5 3X8 6-6-6 0-6-6 2 00 Face = 0-3-12 080 17A-0 17-4-Q II 13 12 11 10 9 S 1257# 8.00" 1257# 8.00" 1-6-0 J I4 36-0-0 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 1005 VANNEWA DR.OVIEDO.FL32766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on this drawing is not erection bracing. wind bracing, portal bmcing or similar bracing which is a pan of the building design and which must be considered by the budding designer. Bmcing 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 TPII rrruss Plate Institute. TPI, is located at 563 D'Onofrto Drive. Madison. wisconstn 53719). 160 I scale = 0.1718 Eng. Job: WO: NEHA4 Dwg: Truss ID: Al Dsgnr: TLY Chk: Date: 1 1-05-02 TC Live 16.0 psi DurFac - Lbr: 1.25 TIC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.o psr O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psi V 09-05 02- 13306- ' rev en Afnmr btalvnr Ina PAT P.t-c , nvt rnnra ar,-n u r.... ;., JB: NEW HAVEN A 4 AC: 10# UPLIFT D.L. WO: NEHA4 ` - ' - WE: TI: A2 '" t ATY:1 DESIGN INFORMATION TOP CHORDS, 2x6 SP #1 D MULTIPLE LOADS -= This design 'is the =______... to -joint Locations=====__=_______ This design is for on individual building BOT CHORDSt 2x4 SP #1 D composite result of multiple loads. 1) 0- 0- 0 7) 29- 4-10 13) 16- 4- 4 component and has been based on Information WEBS, 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 7- 6 8) 36- 0- 0 14) 11-10- 1 provided by the client. The designer disclaims WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 11-10-15 9) 36- 0- 0 15) 6- 7- 6 any responsibility for damages as a result of WndLod per ASCE 7-98, C&C, V. 125 h, 4) 16- 6- 0 10) 29- 4-10 16) 0- 0- 0 anilty d/or esigsfurishedincorrect tlon. thetruNcations sign and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 5) 19- 6- 0 11) 24- 1-15 by Litt client and the correctness or accuracy Support 1 697# Bld Type. Encl L. 40.0 ft W= 36.0 ft Truss 6) 24- 1- 1 12) 19- 7-12 al this Information ns it may relate to a spe- Support 2 688# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- cilic project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Inpact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard tofobrlcn- L/841 at JOINT #13 0- 4- 0 1257 -31 -697 BOT PIN not lion. handling. cuss hasshipmenandbeen designed t rvsses This truss has been designed as can Let-0.49" D=-0.50" T=-1.00" ..TC... FORCE... CSI ..BC... FORCE... CSI 35- 8- 0 1257 0 -688 BOT H-ROLL Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4299 0.41 16-15 4055 0.79 AN51/TPI 1.1995 and NDS-97 to be Incorporated T= 0.48" 2- 3 -4328 0.45 15-14 4076 0.80 as part of tile building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3648 0.18 14-13 4143 0.67 Designer (registered architect or professional T. 0. 24 ^ 4- 5 -3360 0.15 13-12 3358 0.56 errgtneed. When reviewed for approval by Lite building designer. lilt design loadings shown RMB - 1.00 5- 6 -3650 0.18 12-11 4143 0.67 must be checked to be sure that the data shown 6- 7 -4327 0.45 11-10 4077 0.80 nre it ngreentent with Lite local building codes. 7- 8 -4299 0.41 10- 9 4056 0.79 Irtta1 allrnnLlc records for whtd or snow loads. ' unjeel specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes cnn,presslon chords flop or bottom) ore conllnu- ously braced by shenlltlnlj unless otherwise specified. Where bottom chords In tension are not fully bmeed Literally, by a properly applied i igid celiing. they should be braced at o tin<In,mn spneing of IO-a o.c. Connector poles shall be.ninnnfadured from 20 gauge lint Iflpped gilw"Ized sled meeting ASTM A 653. Ends 40. unless olhewlse shown. FABRICATION NOTES Prior to fabrication. the fabricator still[] review is drawing to verify that this drawing Is In conformance with the fabricators plans and to :slim .1 conlhltdng responsibility for such vert- IImIlon. Any discrepancies are to be put In writing before culling or fabrIcallon. Pblea shall nnl be Installed over knotho]es. knnts or disunited grain Members shag be cut 1, HgIIL Btting woad to wood benring Con- nector plates shall be located on both faces of the buss wllh nails fully Imbedded and shall he ,ban about the Jolm unless otherwise shown. A 5x4 pbte is 5- wide x 4' long. A 6x8 plate Is 6' wlite x 8' long Slots (holes) run P"rollel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector pLile sizes nre ntlnanun, sizes based on the forces shown cold may need to be increased for certain hand- ling and/or erection stresses This truss Is not to be labrlcoted with rim mlardanl treated lumber unless otherwise shown For oddilloral h dnnnnllon an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recomntendallons are to be followed in accordance with'llandling Inslnlling A Bracing-. HID-91. Tresses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bmcing for holding trusses In a straight and plumb Pas - Mon and for r"isling lateral forces sflail be designed and Installed by others. Careful hand- ling is essential and erection bracing is af, } required. Nonnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and doutootng The supervislon of erection of trusses shall be under the control of persons experienced In the Installation of trusses professional advice shall be sought If needed Concentration of construction bads greater than the design loads shallnot be applied to trusses al any time. No lads other than the wcfght of the ereelom shall be applied to truss" unto after all fastening and bracing Is compleled 1 16-6-0 k 3-0-0 k 16-6-0 Ilk 1 1 2 3 6 7 8 n Xa - 3X8 Face = 0-3-12 2.00 I 6X8 6X8 Q i 2.00 6-0-6 0-6-6 5X8 3X8 Face = 0-3-12 Oil 15.84 3-3-8 15-84 l 1 15 14 13 112 10 1 9 1258# 8.00" 1257# 8.00" 1-6-0 10 I I� 36-0 0 1-6 0 (R1-5-2) (I R1-5-2) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1718 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NEHA4 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A2 i stems CONTRACTOR. BRACING WARNING: Dsgiir: TLY Chk: Date: 1-10-03 TIC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bnctng. portal bracing or similar bracing TIC 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. anteing ls for literal BC Live 0.0 psr O.C.Spacing: 24.O,r p g• (407) 321.0064 Fax (407) 321-3913 sltowrt support of Truss members only to reduce buckling length. Previslons must be made to anchor lateral bracing at ends and specified locotlol s determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of them" structure maybe required. ISee HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 firuss plate Imillute. TPI, is located at 583 D'Onefdo Drive. Aladison. Wisconsin 53719)• 1005 VANNE3sA DR.OVIEDo.F632766 TOTAL 33.0 psr _ V,09.05.02- 16773- 6 r)enea Afmi, A-1-4 rno o,ru. r.rarr rnv�rnnr,urn., JB: NEW HAVEN A 4 AC: 10# UPLIFT V.L. WO: NEHA4 WE: TI: A3 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the =________=====Joint Locations== Locations - This design is an Individual building BOT CHORDS: 2x4 SP #1 D composite result of multiple loads. 1) 0- 0- 0 6) 26-10- 1 11) 22- 7-12 comporlenl and has been based on Information 2x4 SP #2 2 All COMPRESSION Chords are assumed to be 2) 6- 0- 0 7) 30- 0- 0 12) 13- 4- 4 provided by the client. The designer disclaims WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) 9- 1-15 8) 36- 0- 0 13) 9- 1- 1 any yorInsfbWtyfor damages uaresult iof faulty or Incorrect lnfarmatlon. specifications 2x4 SP #2 5 WndLod per ASCE 7-98, C&C, V= 125 h, P 11g7 4) 13- 6- 0 9) 36- 0- 0 14) 0- 0- 0 and/or designs furnished to the truss designer H- 22.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 5) 22- 6- 0 10) 26-10-15 by the client and the Correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Enel Le, 40.0 ft W= 36.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information as It may relate to spe- Support 1 712# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Los e clflc project and accepts no responsibility or Support 2 715# Impact Resistant Covering and/or Glazing Req 0- 4- 0 1256 -11 -712 BOT PINK exercises no Control with regard to fabrics- lion, handling, shipment and installation of MhX LIVE LOAD DEFLECTION: 35- 8- 0 1256 0 -715 BOT H-ROLL l russes. This truss has been designed as an L/893 at JOINT #12 .. TC... FORCE... CSI ..BC... FORCE... CSI IndtvlduaI building component In accordance with L=-0.47" D=-0.47" T=-0.94" 1- 2 -4233 0.73 14-13 3968 0.92 ANSI/TPI1-1995and NDS-97tobeincorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -4438 0.59 13-12 4329 0.76 ns port of the building design by Building T= 0.50" 3- 4 -4166 0.28 12-11 3851 0.97 Designer (registered engire architiewed o approval proby the Whenreviewedforings;hown MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -3858 0.58 11-10 4326 0.77 buillneerl. building designer, the design loadings shown T= 0.25" 5- 6 -4172 0.29 10- 9 3967 0.92 Illust. be checked to be r RMB = 1.15 are In agreement with the1=1 building codes. 7 - 8 -4232 0.73 loc:. I climatic records for wind or snow loads, project specifications or special applied loads Uunless shown, truss has not been designed for storage or occupancy bads The design assumes eonnpresslon chords hop or bottom) ore continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are idol fully braced laterally by a properly applied rigid selling, they should be bmced at a maximum spacing of 10'-0' o c. Conneclar pinto shall be manufactured from 20 gauge hot dipped galvantzed atecl r-ting ASfM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to inbricntlon, the fabricator shall review this drawing to vertfy that this drawing ta In confomnnnce with the fabrmlot's plans and to realm a continuing responsibility for such ver- Ilmllon. Any dtscrepnnclo are to be pill In writing before cutting or fabrication. Pi Les shall not be Installed over knotholes. knoll or dlslmled grain. Member shall be rut for light fitting wood to wood bearing. Con- nector poles shall be located on both faces of the truss with nabs fully Imbedded and shall he sync. about the Joint unless otherwise shmvn A 5x1 plot. ta 5' wide x 4' long A Bxtf plate b 6' wide x 8- long, Slots (holes) run pamBel to the plate length specified. Double cuts on web members shall meet at the eenwid of the webs unless otherwise shown. Connector plate st- are mint urn sizes based an the fore" 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 add"'.,,.' Infor mlloil on Quality Contra) refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling hnlniting & Bmc nK*. HIB-91. Trusses are to be handled wllh particular care during banding and bundling. delivery and Wtallatbn to avoid dannnge. Temporary and permanent bracing for holdhig trusses it a stmWit and plumb pos- Illon and for restating lateral forces shall be designed and Installed by others Careful hand- ling is osenllal and erection bmcing Is always required. Normal precautionary action for was" requires such temporary bracing during Installation between Imss" to avoid toppling and dominoing The superAslon of ercc0on of trusses shall be under the tonlral of persons experienced In the Installation of buss". Prafesslo inl advice shnB be sought If needed Concentration of Conswction Inds greater Ilan the rat design loads shall not be applied to truss" any time No kinds other than the weight of the erectors shall be applied to t-s- uitW nflen all fastening and bracing Is completed. 13-6-0 9-0-0 k 13.6-0 Ilk 1 1 2 16 7 8 T 6X8 5-3-12 0-6-6 Face = 0-3-12 2.00 1 6X8 4.00 T 5-0-6 0-61-6 Jf_ 2 00 Face = 0-3-12 0-8 12-84 11 9-3-8 12-84 19 1257# 8.00" l3 1 it l0 1257# 18.00" 11-6-0-0 la 36-0-0 (R1-5-2) I 1�6 0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1718 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing Is not erection bmctng. wind bmcbng, portal bmcing or sbnllar bracing which is a part of the building design and whin mast he mnsiirred by thr h,rdding designer. Bracing shown is for lateral support of truss members only to reduce buckling length ' Provisions must be mnde to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the memll structure my be required. (See HIB-91 of TPI). frmss Plate Institute. TPI, is located at 563 D'Onofno Drive. Madison. Wisconsin 53719). Eng. Job: WO: NEHA4 Dwg: Truss ID: A3 Dsgiir: TLY Chk: Date: 11-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V'0 05 02- 13308- ; Uejun- Afrunr Anrnin InR PATH- rITCC-rn-marl MCn,w DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer dischims any responsibility for damages as a result of faulty or Incorrect Inforrmtlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infornntion as It may relate to a spe- cdle project and accepts no responsibility or exercises no control With regard to fabric" [[on, handling. shipment and Wlallatlon of trusses. This truss has been designed as an IndlMal building component In accordance With ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Dalgner (registered amhltect or prafessionsl 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 budding codes. local climatic records for wind or snow bads, pmjecl specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conlinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid ceiling, they should be braced at a maximum spacing of IOAY o.c. Connector plates shall be manufactured from 20 gouge hot dipped galvanized steel meeting ASTM A 659. f:mde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, lire fobricalor shall review this drawing to verify that this drawing is m conformance with the fabricedoes plans and to renll. a continuing responsibility for such veri. Ilcallon Any discrepancies are to be put In writing before culling or fabrication fiat's shall not be. Inslnlled over knotholes, knoll or distorted grain. Member shall be rul Ira light fitting wood to wood bearing. Can- nrrtor plates sholl be located on both faces of the truss with udL, fully imbedded and shad be :eon about the joint unless otherwise shown. A 5<4 pLnle is 5- wide x 4' long A 6x8 pinle Is Er wide x a' long Slots (hot") run pnmllel to the plate length specified. Double cuts on web mrcmber shell meet at the cenlrold of the webs udes" otherwise shown. Cmuurlor plate strrs nre minimum sizes :sued on the forces shown and may need to be Increased for certain hnnd- ling and/or ereclion stresses. This truss Is not to be fabricated with fire retardant treated lumber unless nlherwlse shown For additional hdnnnallon on eunllty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing end erection recommendations are to be followed In accordance with 'Handling Installing S B-ing". HIB-91. Tmsses are to be handled with particular ore during banding end bundling, delivery and Installallon toavold damnge. Temporary and pemu ienl bracing for holding trusses In a straight and plumb pos- IIIon and for resisting lateral forces shell be rintK ned and Installed by others. Careful hand- ling is essenllal and erection bracing is always required. Normal precautionary nation for busses requires such temporary bracing during bralndallon between lnrses to avoid loptil It donnmoing The supervision of erection of trusses slrnd be under the control of persons experienced In the Installation of trusses Pmfesslrnm] advice shall be sought if needed. Concentmllon of construction loads greater Ilan the design Imds shall not be applied to tmsse, at any time No Imds other then the wrlghl of the --,,tors shall be rippled to troves unl0 after all fastening and bracing 1. rampleted. ,it.. "-',V HAVEN A 4 AC: 10# UPLIFT D.L. TOP CHORDS 2x6 SP #1 D BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x8 SP #2 2,8 2x4 SP #2 4,6 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1076# Support 2 1076# MAX LIVE LOAD DEFLECTION: L/879 at JOINT # 4 L--0.47" D=-0.49" T--0.96" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB - 1.15 T 4-3-12 1 0-61-6 _L WO: NEHA4 WE: MULTIPLE LOADS -- This design is the composite result of nwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 3-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- 22.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W- 36.0 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 -13196 0.30 14-13 12479 0.66 2- 3 -15546 0.35 13-12 12579 0.66 3- 4 -16868 0.31 12-11 15233 0.61 4- 5 -16868 0.31 11-10 15230 0.61 5- 6 -15543 0.35 10- 9 12577 0.66 6- 7 -13193 0.30 9- 8 12477 0.66 TI: A4 ATY:3 =======____ _____==.==Joint Locations______ 1) 0- 0- 0 6) 29-10- 0 11) 18- 0- 0 2) 6- 2- 0 7) 36- 0- 0 12) 10- 6- 0 3) 10- 6- 0 8) 36- 0- 0 13) 6- 2- 0 4) 18- 0- 0 9) 29-10- 0 14) 0- 0- 0 5) 25- 6- 0 10) 25- 6- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Fran PLF To TC Vert L+D -46 -1- 6- 0 -46 10- 6- 0 TC Vert L+D -100 10- 6- 0 -100 25- 6- 0 TC Vert L+D -46 25- 6- 0 -46 37- 6- 0 BC Vert L+D -20 0- 0- 0 -20 10- 6- 0 BC Vert L+D -43 10- 6- 0 -43 25- 6- 0 BC Vert L+D -20 25- 6- 0 -20 36- 0- 0 Concentrated LBS Location BC Vert L+D -1361 10- 6- 0 BC Vert L+D -1361 25- 6- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 3200 0 -1076 BOT PIN 35- 8- 0 3200 0 -1076 BOT H-ROLL 3-PLYS REQUIRED 10-6-0 15-0-0 10-6-0 1 2 4 6 7 Q 3X4 Face = 0-3-12 2.00 I 6X8 3X4 6X8 4.00 3X4 -' T 0-6-6 4-0-6 T7� I 1 2 00 Face = 0-3-12 10-0-12 14-6-8 k 10-0-12 It l3 1 ll 0 9 S 3201# 8.00" 3201N 8.00" 1 36-0-0 1362N j 1362N EXCEPT AS SHOWN PLATES ARE TL20 CA TES D PER ANSI/TPI 1-1995 scale = 0.1718 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NEHA4 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A4 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 1 1-05-02 00 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this dmwing is not erection brattag. wind bracing. port.] bracing or stmldar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 CA NFORD, FL. 32771 which is a part of the budding design and which must be considered by the budding designer. Bracing shown b for lateral truss BC Live 0.0 O.C.Spacing: 24.Orr n 9 (40) 321-0064 I:az (407) 321-3913 support of member only to reduce buckling length. Provisions must be mode to anchor lateral bmcing at ends and specified locations determined by the budding designer BC Dead p5f 1U0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required.. (See HIB-91 or TPI). psf P Code Dese: FLA LICENSE #0050068 1005 VANNE5SA D8.ovIEDO.FI-32766 rrmss Plate Institute. TPI, Is located at 583 D'Onofrto Drive. Madison, Wisconsin 597191 TOTAL 33.0 psf V:09.05.02- 13310- e IJerfrn: Alei it A,mlv,i, ilia PAru. r-r I nvi rnor+veu., j .,- ...EW HAVEN A 4 AC: 10# UPLIFT D.L. WO: NEHA4 WE: TI: G ATY:10 DESIGN INFORMATION This design is for on Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of fnulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If (his Information as It may relate to a spe- clfle project and accepts no responsibility or exercises no control with regard to fabric'" Lion. handling, shipment and Installation of trusses. This truss has been designed as an mdMdual building component In accordance with ANSI/TPI 1-1995 and NDS•97 to be Incorporated as part of the building design by a SuOd Lng Designer Iregistered architect or professional engneerl. When reviewed for approval by the building designer. the design loadings shown mull be checked to be sure that the dola shown are In agreement with the local building codes. local climatic records for wind or snow (cods. project specifications or special applied loads Unless shown, truss has not been designed for stomge or occupancy loans. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise •perlfled. Where bottom chords In tension are. not fully braced hlemlly by a properly applied nigld celling. Lhey should be braced at a nmxlmunt spacing of 10'-0' o c Cnnnec(or p41es shall be mnmJactured from 20 gauge hot dlpprd gat-ritzrd steel meeting ASTA1 A 653. t:mde 40. unless olherwlse shown. FABRICATION NOTES Prior to fobncallon. the fobrtcalor shag review Ibis drawing to verify that this drawing Is In conformance with the fnbrtcalofs plans and to ienllze o continuing responsibility far such verl. limLion. Any discrepancies are to be put In writing before cutting or fabrication. Pinter shall notbe mstailed over knotholes. knots or distorted grain. Members shall be cut Inn tight filling wood to wood bearing Con- ner(., ptmes shall he located on both faces of the buss with Imlb fully Imbedded and shnll be svm about lhejoint unless otherwise shown A 5,4 pL le is 5- wide x 4' long A 6,8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web nnrmbers shall meet at the eentrold of the webs unless otherwise shown Connector plate sizes ire ndnimum sizes based on the forces shown and a ny need to be Increased for certain hand- ling and/or erection stresses. ThLi truss is not In be fabricated with Me relaalmll treated knnber unless otherwise shown. For additional information an QwIlty Control refer to ANSI /TPI 1.1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance with'llandltng Inslnlling A Bmcing-. 111B-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid dmnnge. Temporary and permanent bracing for holding trusses In a straight and plumb pos. ition and for reshiing lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is aMmys required. Normal precautlonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and donmbnomg. The supervision of erection of trtuses shall be under the control of persons experienced In the Installation of trusses. professional advice shall be sought If needed. Concern auto of construction Inds greater than the design loads shall not be applied to trusses at any time. No lands other than the weight of the erectors shall be applied to trusses until after oil fastening and bracing is cornpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBSt 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 555# Support 2 586# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB o 1.15 MULTIPLE LOADS -- This design is the ccmlposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H- 22.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L. 40.0 ft W. 21.3 ft Trues in INT zone, TCDL- 4.2 paf, BCDL- 6.0 paf Ifrpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1149 0.34 8- 7 993 0.57 2- 3 -875 0.30 7- 6 993 0.57 3- 4 -875 0.31 4- 5 -1149 0.36 ..aa _____==ee=Joint Locations000r,000ve.e - 1) 0- 0- 0 4) 15- 8-12 7) 10- 8- 0 2) 5- 7- 4 5) 21- 4- 0 8) 0- 0- 0 3) 10- 8- 0 6) 21- 4- 0 -MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 750 60 -555 BOT PIN 21- 2- 4 749 0 -586 BOT H-ROLL 10-8-0 10-8-0 Ilk 1 2 4 5 6.00 0 4X6 R M 21-4-0 8 7 6 750# 3.50" 750# 3.50" 11e 21-4-0 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 5-8-3 0-4-3 TT� I 10-0 (RO-(1-ll) scale = 0.2871 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NEHA4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dtvg: Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 11-05-02 TC Live 16.0 psi DurFac - lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or sbn8nr bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321.0064 Fax (407) 321-3913 which is a port of the building design and which must be considered by the building designer Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 ps( O.C. Spacing: 24.IJrr P g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer Additional bracing of the overall structure may be requtred. (See IIIB-91 of TPI) BC Dead 1U.0 p $ f Design Criteria: TPI I-ICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onafrlo Drive. Madison• Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DP-OVIEDO.FL327611 TOTAL 33.0 psf V:09.05.02- 13311- Ursgn: mmnr nnanTD JUu !'Alin.' L:11tL-LVKVUN5I1VENA4 ": NEW HAVEN A 4 AC: 10# UPLIFT D.L. WO: NEHA4 WE: TI: G1 ATY:2 DESIGN INFORMATION TOP CHORDSt 2x4 SP #2 MULTIPLE LOADS -- This design is the ........ _=====joint Locations =====__...... __ Tilts de.sIgn is for an Individual building BOT CHORDSt 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 16- 6-12 9) 9- 0- 0 component and has been based on information WEBSi 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 21- 4- 0 10) 0- 0- 0 provided by the client The designer disclaims continuously braced unless noted otherwise. 3) 9- 0- 0 7) 21- 4- 0 any responsibility for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE- WndLod per ASCE 7-98, C&C, V. 125 h, 4) 12- 4- 0 8) 12- 4- 0 faulty or Incorreet Informallon, specl(lcations support 1 572# He 22.Oft, I= 1.00, Ca and/or designs furnished to the truss designer ppo Exp. t. B, Xzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy Support 2 604# Bld Type. Enel L. 40.0 ft W= 21.3 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to spe- MAX LIVE LOAD DEFLECTIONi in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 749 60 -572 BOT PIN ciflc project and accepts no responsibility or L/999 Impact Resistant Covering and/or Glazing Req 21- 2- 4 749 0 -604 BOT H-ROLL exercises no control with regard to fabrlm- L=-0.03" D=-0.03" T=-0.06" lion, handling. shipment and InslaUtlon of trusses This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION t .. TC... FORCE... CSI ..BC... FORCE... CSI Individual building component In accordance with T= 0.03" 1- 2 -1183 0.31 10- 9 1028 0.37 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION- 2- 3 -957 0.27 9- 8 808 0.32 ns part of the building design by a Buddhng Te, 0. 02" 3- 4 -810 0.19 8- 7 1028 0.37 Designer (registered architect or professional crioneerl. when reviewed for approval by the RMB = 1.15 4 - 5 -953 0. 27 building designer. the design loadings shown 5- 6 -1182 0.33 must be checked to be sure that the data shown are In agreement with the local building coda. local climatic records for wind or snow loads, project specifications or special applied loads. Unle_is shown, Inns has not been designed for storage or occupancy loads. The design assumes cnnnpression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are nab bully brmced laterally by a property appllyd Ilgid celllnll, they should be braced at a maximum spacing of 10'-W o.c. Connector plays shall be manufactured from 20 gauge hot dlpled galvanized steel meeting ASTM A 653. 9-0-0 3-4-0 9-0-0 Cmde 40. unless otherwise shown Ilk 1 2 5 6 FABRICATION NOTES o - 6.00 Prior to fabrical Ion, the fabricator shall revtrw this drawing to verify that [his drawing is In conlonnanee with the fabricators plans and Io 4X8 4X6 really a continuing responsibility for such verl- tz Ilcallon. Any discrepancies are to be put In writing before cutting or fabrication 1'WIes shall not be Installed over lumlholes. kn"Is or distorted grain. Men.bcm shag be cal Inr light filling wood to wood bearing. Con- 2X4 neetor plates shall he located on both faces of 2X4 tie Iruss with nalis fully imbedded and shall be synn. about the joint unless otherwise shown A 5.3-2 5M plate is 5- wide x 4- long A Bab plate is 6- -10- wlde x 8- long Slots (holes) run parallel to the plate length specified Double cuts on web unembers shall meet at the caltmld of the wells 0-4-3 0 4-3 areas otherwise st choose Connector plate sizes 1 are ndnbnum sizes lased on the forces shown and may need to be Increased for certain hand- _ lhtg and/or erection stresses. This truss Is not T la be fabricated with floe retardant treated T 3X6 3X4 6X8 lumber unless ntherwLse shown. For addltlonnl 3X6 hdommuon on Quality Control refer to ANSI/Till 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are 10 be followed In accordance with -Handling InstaWng & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisling lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is a)wa)•s required. Normal precautionary action for trusses requires such temporary bracing during unstaLLallon between trusses to avoid topp�g and doinlnoing The supervision of emellort of trusses shall be under tine control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater I Ilan the design bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to batsses until after all fastening and bracing is completed. M I I k 214-0 I. 1110 9 8 7 750# 3.50" 75011 3.50" 100 in r 21-4-0 -1 100 (Res-11-11) (RO-ll-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1.1995 scale = 0.2871 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NEHA4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dlvg: Truss ID: G1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 11-05-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which cs a pan of the htlllding design and which mast hr rnn.lderrd by the hllllding de_sfgnrr Bracing is for lateral BC Live 00 Sf O.C. Spacing: 24.Orn (407) 321-UU64 Fax (4U7) 321.3913 shown support of truss members only to reduce buckling length. Pr —blow ons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead . p 10.0 sf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required (See HIB-91 of TPII p Code Dese: FLA LICENSE #0050068 (truss Plate Institute. TPI• is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191 1005 VANNIMA DR.OVIEDOXI-32766 TOTAL 33.0 psf V:04 05,02 13312-. ( nerran AM— All f d, Inn plru. r•.r InVr loans — JB: NEW HAVEN A 4 r .... 10# UPLIFT D.L. WO:-NEHA4 WE: TI: Gk" . QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on informatlon provided by the client. The designer disclaims any responsibility for damages as • result of faulty or Incorrect Information. specifications oild/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as It, may relate to a spe- .1c project and accepts no responsibility or exercises no control with regard to fabrl-- llon. handling, shipment, and t"S""UoUon of trusses This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to he Incorpomled as part of the building design by a Build frig Designer (registered amhltecl or professional englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. loco) climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, Inns has not been designed for storage or occupancy Inds. The design assumes compression chords Ilop or bolloml are Wntlnu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by a properly applied rlgld ceiling. they should be braced al ■ maximum spacing of 10'-0- o c. Connector plates Mind be manufactured from 20 gauge lint dipped gal—tud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fnbncalor shall revinv this drawing to verify that this drawing is In conformance with the fabricators plans and to realize It continuing responsibility for such verl- ficallon. Any discrepancies are to be put In writing before culling or fabrication. Plates oth shall not be Installed wet knoles. lu,ots or distorted gtnin Members slu,o be cut for tiglu fitting word to wood bearing. Con- nector ploles shall be located on both faro of 11,e truss with malts fully Imbedded and shall he sy— about the joint unless otherwise shown. A 5x4 plate is 5- wide It 4- long. A 6a8 plate Is G- wide x 8' long Slots (holes) run parallel to the plate length specified Double cuts on web member shot] meet at the cenlrokl of the webs urdess otherwise shown. Corrector plate sizes are minimum sizes haSed on the forces shown and may need to be Increased for certain hand- Ib,g and/or erection stresses This truss Is not la be fabricated with fire retardant treated lumber unless otherwise shown. For addnlonnl hdnm,alion on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendallons are to be followed In accordance with -Handling Instnlling a Bearing'. HIB-91 Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pernument bmcalg I- holding trusses In a stmlght and plumb pm- Il Ion and for resisting lateral fore- shall be designed nI'd Installed by others. Cnreful hand- ling is -senlbl and emetlon bearing is allays requlred. Normal precnuttonary action for trusses requires such temporary bracing during installation between russ" to avoid toppling and domb,""9 The supervision of erection of L0.11-3 shall be under the control of persons experienced In the Installation of tresses. . Professlti. advice shall be sought If needed Concententlon of cariMsuclion loads greater III— the design loads had not be applied to Iru-1 ■t any lane. No loads other than the weight of the ""'clan shall be applied to I-"" unto 'fie, all fastening and brocang I• completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125mph, H- 22.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W- 21.3 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB a 1.00 T 4-3-2 0-4-3 1-0-0 _� (RO-11-11) EXCEPT AS SI (Maronda 4005 MAR SANFORD. (407) 321-0064 TOMAS PONC LICENSE #00500 I OD5 VANNESSA DRO Design: Afmnr Analyst MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 636# Support 2 636# TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -2799 0.29 10- 9 2466 0.42 2- 3 -2710 0.48 9- 8 2427 0.52 3- 4 -2429 0.77 8- 7 2480 0.46 4- 5 -2732 0.50 5- 6 -2816 0.29 .._____"eve=Joint Locations ooeeooevoeoo... 1) 0- 0- 0 5) 17- 4-12 9) 7- 0- 0 2) 3-11- 4 6) 21- 4- 0 10) 0- 0- 0 3) 7- 0- 0 7) 21- 4- 0 4) 14- 4- 0 8) 14- 4- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- C TC Vert L+D -100 7- 0- 0 -100 14- 4- C TC Vert L+D -46 14- 4- 0 -46 22- 4- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 4- 0 BC Vert L+D -20 14- 4- 0 -20 21- 4- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1462 0 -636 BOT PIN 21- 2- 4 1466 0 -636 BOT H-ROLL 7-0-0 k 74-0 k7-0-0 Ilk 1 2 5 6 Q SX10 SX8 I I 21-4-0 I. '110 981 7 14631/ 3.50" 1466k 3.50' 21.4-0 430M 430N [OWN PLATES ARE TL20 GA TESTED ER ANSI/TPI 1-1995 Sca WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: C stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID i Dsgnr: TLY Date: 1 TC Live DurFac ONDA WAY TC Dead DurFae FL. 32771 O.C. $ Pas (407) 321-3913 BC Live E P.E. BC Dead Design 6a Code VIEDO.R327M TOTAL pSf V:0 05 t JOB PATH: (: •ITFF.-f.nKU0R.CINFHA4 r,.'r- ^• +^ Sp CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bearing. wind bracing, portal bracing or strnl7ar bracing which is ■part of the building design and which must be conelderrd by huliding dclgrner. Brncing shown is for anleeal support of Was member only to reduce buckling length. Provisloru mint be made to anchor lateral beating at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 a! TPI) (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Fladison. Wiscaruln 537191. 6.00 Chk: 16.0 psf 7.0 psf U.0 psf 10.0 psf 33.0 acing: 43 T� I le = 0.2871 I :G2 1-05-02 - 1.or: I .lb - Pit: 1.25 24.0" Criteria: TPI Desc: FLA JB: NEW HAVtI. i AC: 10# UPLIFT D.L. WO: Nt.- :4 WE: " :i: H ATY:4 DESIGN INFORMATION This design is for on individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages os a result of faulty or Incorrect Infarrnatlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information u It may relate to a spe- einc pmJect and accepts no responsibility or -ruses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an ndNlduaI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer (registered architect or professional engineer) When reviewed for approval by the building designer, the design loadings shown must be checked to be sure lhnl the data shown are In agreement with the [oral building codes. Into[ climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes crnnpresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced Intently by a properly applied rigid celing, they should be braced at a aa%n,mn: spacing of 10'-0- o.c. Connector plates shrill be manufactured Imm 20 gauge hot dtpled galvanized steel meeting ASfM A 653. C.d. 40. unless otherwise shown. FABRICATION NOTES Prior to Inbricallon. the fobrltolor slm8 rmim 11,13 drawing to verify that this drawing is h, conformance with the fabricator's plans and to renlIn a mnllmdr,g responsibility for such verl. flcatlon. Any diserepancles are to be put In writing before culling or fabrtcntlon Plat es shall not be Installed user knotholes. luvas or distorted gmn. Members shall be cut Ira light fitting word to wood bearing. Con- nretor plates shall be located on both fntts of the Intss with nails fully Imbedded and shall he rim. about the Joint unless otherwise shown. A 5s4 phte is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long Slots (holes) run parallel to the plate length specified. Double ruts on web .,:oaten shall meet at the cenlmld of the webs wdess otherwise shown. Connector plate sizes ore ndnhnum sizes based on the forces shown mud way need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated Imnber unless otherwise shown. For additional Infonnnlion on QunlLy Control refer to AN51/TI'l 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed to accordance with -Handling I_I.Iling & Bncng-. IIIB-91. Trusses are to be handled with particular care during banding and bundnng. delh'ery rind Installation to avoid d—inge Temporary and permanent bracing for holdhhg trusses In n stmlght and plumb pos. Ilbn and for resisting lateral forces shall be designed and installed by others Careful hand- ling b esantlal and erection bmchng Is always requfred. Nornol precautionary ncllon for Irusses require such temporary bmcng during nslnllallon between lru3— to avoid toppling III donhnong. The supervblon of erecllon of trusses shall be under the control of persons oxperlenced In the Installation of trusses. Professional advice shall be sought If needed. Coaentntlon of e.nstn,cti.n loads greater than the design bads ahnB not be npp0ed to I asses at any time No loads other than the -right of the erector, shall be npplled to trusses until after all fnnlcning and hmrng 1. completed. TOP CHORDSt 2x4 SP #2 BOT CHORDSI 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 4-3-5 0-3-15 1 I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W. 9.9 ft Truss in END zone, TCDL= 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 =_____=====Joint Locations=====__________ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL L 9-10-13 k �l 2 3 F 4.24 3-9-15 II 9-10-13 L �5 4 209# 4.95" 423# 2.50" 1-5-0 9-10-13 (R1-4-12) f EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NEHA4 Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: H CONTRACTOR. BRACING WARNING: Dsgnr: TLY CU: Date: 11-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracng is for lateral Live 0.osf O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3913 shown support of reduce members only to rcdubucklingBC length. Provisions must be made to anchor lateral bracing at ends and speeBled ktcntloru determined by the building designer. BC Dead p 10.0 sf Design Criteria: TPI TOMAS PONCE P.E. Addllbnalbracngofthe overall structure may berequired. (SeeHIB-91ofTPn p Code Dese: FLA LICENSE #0050068 flluss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191 1005 VANNESSA OROVIED0.1l-32766 TOTAL 33.0 psf V:0 05 33 6- 1 Design: ,kf u,ir Analysis JOB PATH: C:I7EE-LOKVOBSINE11A4 ��^ ^• �^ ^� -i JB: NEW HAVEN A 4 AC: 10# UPU�.:;... WO: NEHA4 WE: ' -' TI: J ATY:Iu DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on Simplified Analog Model. _________=====Joint Locations=== This design is for an IndNtdunl budding BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 6- 7 3) 7- 0- 0 component and has been based on Information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 7- 0- 0 4) 0- 6- 7 provided by the client. The designer disclaims continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION----- anyresponslbWly for damages cis a result of Field Connection at Support 1 must be able supports. interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type designIncorrs ct funUs ed tloth,specificationstaussign and/or designs furrhished to the true designer andlty /or transfer 168 pounds of horizontal reaction p0 be marked on truss. Shim or wedge if g 6-10-12 151 168 -355 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 274 198 -433 BOT PIN If this Information as it may relate to spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, 6-10-12 81 0 -51 BOT H-ROLL cdlc project and accepts no responslbWtyor Support 1 433# H= 22.0 ft, Iet 1.00, Exp.Cat. B, Rzt= 1.0 exercises control regard to fation Support 2 355# Bld Type. Encl Let 40.0 ft W= 7.0 ft Truss eatith li a o! lion. hnnThis shipment and designed trusses This truss has been designed as an Support 3 51# 1'�Po in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Individual building component In accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSI/TPI 1-1995 and NDS-97 to be Incorporated L/257 at Mid -panel # 1 nspart ofthe building d-IgnbyaBuilding L--0.33" D= 0.05" T=-0.28" ..TC...FORCE ... CSI ..BC...FORCE ... CSI Designer lreghen ed l or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -69 0.99 4- 3 -2 0.84 reviews for h d. when reviewed for approval by the T= 0. 00" building designer, the design landings shown budder must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes. T= 0. 00" local climatic records for wind or snow Inds, project apeelflcathms ail special opplled loads RMB et 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conitnti- 7-0-0 ously braced by sheathing unless otherwise /I 7f speclfled. Where bottom chords In tension are 1 2 not fully braced Laterally by a properly applied tlgld ceiling. they should be braced at a 6'�� nazan uuspacing of 10'-0' o c. Connector plates shall be manufactured from 20 gauge hot (lipped gah•nnlzed steel meeting ASTAI A 653. Cotntection designed tirade 40. unless otherwise shown. y others. FABRICATION NOTES {� Prior to fabriallon, the fabricotor shall review this drowtng to verify that this drowtng is In confommnce with the fabricator's plans and to u eali= n continuing responsibility for such verl. liention Any discrepancles are lobe pill In willing before culling or fabrication. Pile stall nal be Insto lied aver knotholes, knnls or distorted grain. Members shall be cut -1 for light filling wood to wood bearing Can- 4-3-2 nerlor pb tes had he looted an both faces of lute truss with unnila fully imbedded and shall be syn. sham the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate N 6' wide x 8' long Slots (holes) nun parallel to 04-3 the plate length specified. Double cuts on web manbcn shall meet n1 the cenlrold of the webs unless otherwise shown Connector piste sizes are minlmhmn sizes hued on the forces shown and may need to be Increased for certain hand- T Attach with (2) ling and/or erection stresses. This truss Is not 3X4 l Od Toe -Nails In be fabricated with fire retardant treated 14 lumber unless ollmrWe shown For addlllonnl Iofnmmlton an Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All brachng and erection recommendations are to be folk+wcd In accordance with 'Handling InstaBingS Bracing. IIID-9I- Trusses are to be handled withdparticular are during banding and bundling. elivery and Installation to avoid damage Temporary and permanent bracing for holdbng trusses In a straight and plumb pos- ition and for resisting lateral farces shad be designed and Installed by other Careful hand- bag Is essential and erection bracing is allays required. Nomal preoullonary, action for trusses requires such temporary bracing during Insallauon between Incases to avoid lopping and domaohhg. The supervision of erection of trusses shall be under the control of persons esperleneed In the Installation of trusses. Professional advice shall be sought 8 needed. Concentration of construction loads greater than the design bads shall not be applied to lrwaes at any time No lands other than the weight of the erector, shall he applied in trusses until after oil fastening and bracing Is completed. M L 7-0-0 L ,� 4 -- 3 275# 3.50" 151# 2.50" 1-0-0 7-0-0 82N 4.50' (RO-11-11 C/L: 6110-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESbA DR.OVIEDOSI-31711A WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg' CONTRACTOR. Dsgitr: TLY I Chk: BRACING WARNING: TIC Live 16.0 psr Bmebng shown on lh6 drawl,rg la trot erection bracing, wind bracing. portnl bmcing or slnllar bmcing TC Dead 7.0 psf which V a part of the budding design and which must be considered by the building designer. Bncag shown Is for lateral truss buckling length. BC Live 0.0 psr support of members only to reduce Provisions must be made to anchor lateral bnclocationsg at ends and spectned lotions determined by the budding designer. BC Dead 10.0 pSf Additional bracing of the overall structure may be required (See HIB-91 of TPII Uniss Plate Institute. TPI, is looted at 583 D'Onofrlo Drive. Madison, Wisconsin 537191 TOTAL 33.0 scale = 0.4929 Truss ID: J Date: 11-05-02 DurFac - Lbr: .1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Dedrn• Afmrir Arualvri, inn m"rri. rirrcinvrrnots wail.+ JB: N:::'.".1VEN A 4 AC: 10# UPLIFT D.L. , ., J: NEHA4 WE: 1, TI: J1 ATY:8 I DESIGN INFORMATION This design is for an Individual building component and has been based an Infonmllon provided by the client. The designer disclaims any responsiblllly for damages as ■ result of faulty or Incorrect Information. specifications and/or designs furnlshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- elltc project and accepts no responsibility or exercises no conical with regard to fabrica- tion. handling, shipment and installation of trusses. Ths tr uss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer [registered archllect or professloml englneed. When reviewed for approval by the b„llding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the tool building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for sto,nge or oaupancy loads. The desfgn assuni � ampresslon chords [top or botloml are continu- ously braced by sheathing unless otherwise apeclfled. Where bottom chords In lenslon ore not fully bmced Literally by a property applied rigid ceiling. they should be braced at a nmxinurm spacing of 10'-0' o c. Connector plates shall be rmnufaclured front 20 puge hot dipped galvanized steel uneeung ASTM A 653. Grade 40. unless otherwtse shown FABRICATION NOTES Prior to labriatlon, the fabricator shall rmlew this drawing to verify that this drawing Is In mnlortnnnce with the fabriaoes plans and to rcallxe a continuing responslbli ly for such verl- flcaitli, Any dsarepnncles ore to be pill h, writing before cutting or fabrication. Plates shall not be Wlnlled over knotholes. knots or distorted grain. Members sling be cut for light fitting wood to wood bearing. Con- nector plates shag be looted on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown A 5.4 plate is 5- wide x 4• long A US plate Is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlmfd of the webs unless otherwise shown. Connector pLile slzes are minimum sixes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is lint to be fabricated with fire retardant treated lumber unless otherwise shown. For addlllouol bdonnation on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Instalgng & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to uvold damage. Temporary and permanent bracing for holding trusses in a straight and plumb poe- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is ahaays required. Nonnal precaullonory action for I cu saes requires such temporary bracing during Imingallon between (Msses to avoid loppWng andssdonlbloing. The supervision of ereeUon of Misses shall be under the control of persons ,penenced in the WIa1Lation of Irin ses. Professional advice shag be sought If needed. Concenlmtlon of construction loads greater Own the design Inds shag not be applied to trusses at any time. No loads other than the wdght of the erectors shag be nppged to lasses until niter all Instening and bracing N an,pltted. TOP CHORDSL 2x4 SP #2 BOT CHORDSt 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 141 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" Del 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, Ie 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W. 5.1 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 -50 0.65 4- 3 -2 0.50 ............. ===== Joint Locations 1) 0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 213 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL L 5-1-8 k 1 2 6 0000 Attach with (4) 11 10d 'roe -Nails III 2-10-15 3-3-14 0-4-3 Attach with (1) 3X4 10d Toe -Nails 5-1-8 Ilk Ilk 4 3 213# 3.50" 110N 2.50" �1-0-0 01.3 5-1-8 61N 50" (RO-It-11) I C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. BRACING WARNING: Dsgly: TLY Chk: TIC Live 16.0 psf 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf SANFORD, FL. 32771 which N a port of the building design and which must be considered by the hugding designer. Bmcmg is for lateral Prrnblons be BC Live 0.0 psf (407) 321-0064 Fax (407) 321.3913 shown support of truss members only to reduce buckling length. must TOMAS PONCE P.E. mode to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemll structure may be required. (See HIB-91 of TPI) BC Dead 10.0 psf LICENSE #0050068 rrmss Plate Institute. TPI• is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNrSSA DROVIEDO.M327W TOTAL 33.0 psf scale = 0.6319 Truss ID: J1 Date: 11-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ne,i.n Afmnr Annlv,i, Win D/TI,• /.n cc rnv,rnDR „cu,• I; .. I I JB: NEW HAVEN'h ' AC: 10# UPLIFT D.L. WO: NEHA, WE: II..:1 ATY:8 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. speciflCallons and/or designs furnished to the truss designer by the client and the Correctness or accuracy of this Infomnallon as It may relate to a spe- c61e project and accepts no responslb18ty or exercises no control with regard to fabrlCa- tionn. 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 Lobe Incorporated ns part of the bu8ding design by a Building Designer Iregatered archliect or prafesslonal cngineed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow leads. project specifications or special applied leads Unless shown. truss has not been designed for storage or occupancy loads The design assumes Compression chords (lop or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlfpd ceiling. they should be braced at a maximum spacing of 10'-0' o C. Connector plates shall be manufactured from 20 gauge lint dipped galvant-d steel meeting ASTA1 A 653. Grade 40. unless otherwise shown FABRICATION NOTES I'rlor to fabrication, the fabricator shall review This drawing to verlfy that this drawing Is In Conformance with the fabricators plans and to renllre n conllnuIng responsibility for such veri. ".,Ion. Any discrepancies are to be put In willing before cutting or fabrication 2111ntes shall not be Installed over knotholes. knots or distorted gram. Members shall be rut for tight fitting wood to wood ben ring. Can. nector plates shall be located on both fnces of the truss with na LLs fully Imbedded and shall be sym. about the Joint unless otl a wts. shown. A 5x4 pate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long slob (holes) run parallel to the plate length specified. Double cuts on web n¢nrbers shall meet at the cenlrold of the webs unless otherwise shown Connector plate sites me minimum sixes lased on the forces shown and may need to be Increased for certain hand- Iing and/or ererllon stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional hdonna on on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ore to be followed In accordance with .Handling Installing S Bracing-. HIB-91. Trusses are to be handled with particular Care during bonding and bundling. delivery and Installation to avoid damnge. Tempornry and pennnnenl bracing for holding trusses In a straight and plumb pos- lilon and for resisting lateral forces shall be designed and Instaled by others. Careful hand. Iing s essential and erection bmctng is always i cqulred. Normal precautionary action for trusses requires such temporary bracing during I islnlatlon 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 adviCo shall be sought If needed. Cnncentmtlo l of construction leads greater Ilan the design loads shall not be applied to muses at any time. No loads other than the weight of the ereeton shall be applied to lasses until after all fastening and bracing I. rompleled. TOP CHORDSt 2x4 SP #2 BOT CHORDS( 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 86 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-3-14 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V. 125mph, H- 22.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 40.0 ft W. 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.25 4- 3 -2 0.19 ==___ __=====Joint Locations=====__________ 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 148 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1,Il 1 21 • 3-1-8 4 3 148# 3.50" 67# 2.50" 1-0-0 I- 3-1-8 37# 2 0" r (Res-11-11) C/L: 3-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNIESM D0.0VIEDOXI.3276E WAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is apart of the building design and which must be Considered by the building designer. Bracing shcwvn is for lateral support of truss members only to reduce buckling linglh. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) !Russ Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Dtvg: Dsgnr: TLY TIC Live TIC Dead BC Live BC Dead TOTAL Chk: 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 usf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9039 Truss ID: J2 Date: 1 1-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afarrir Armlysis JOB PATH: CATEE-LOKUOBSINEIM4 JB: NEW HAVEN A 4 AC: 10# u,-::..f D.L. WO: NEHA4 TI: J3 (a1t I .s DESIGN INFORMATION TOP CHORDS( 2x4 SP #2 Analysis based on Simplified Analog Model.------eao---e-joint Locations ... -'--....... - This design 0 for an Individual building BOT CHORDS t 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 6- 7 3) 1- 1- 8 component and has been based on Information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 1- 1- 8 4) 0- 6- 7 provided by the client. The designer citscmbis continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damages a t a result of Field Connection at Support 1 must be able supports. interior bearing locations should x-Loc Vert Horiz Uplift Y-Lac . Type faulty and/or esignsftrimnreulnishedtlon. thetru 5design transfer 26 pounds of horizontal reaction be marked on truss. Shim or wedge if 1- 0- 4 24 26 -65 TOP PIN and/or designs furnished W the truss designer Po g by the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 82 32 -166 BOT PIN of this information as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WhdLod per ASCE 7-98, C&C, V- 125mph, 1- 0- 4 12 0 -6 BOT H-ROLL c6le project and accepts no responsibility or Support 1 166# He, 22.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 exercises no control with regard to fabrics- Support 2 65# Bld Typeet Enel L- 40.0 ft W. 1.1 ft Truss lion• handling• shipment and Installation of support 3 6# In END zone, TCDLv 4.2 8f, BCDL- 6.0 8£ trusses. This truss has been designed as an PPo P P Individual building component In accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSI/TPI 1-1995 and NDS-97 to he Incorporated L/999 as part of the building design by a Building L- 0.00" Der 0.00" T- 0.00" ..TC... FORCE... CSI ..BC... FORCE... CSI Designer (registered architect or professional engineer). When reviewed for approval by he MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -9 0.03 4- 3 -2 0.02 building designer. the design loadings showntT- 0.00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the 1=1 building codes. T- 0.00" local climatic records for vMd or anow loads• project specifications or special applied Inds RMB - 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes co,npresslon chords (top or bottom,) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ore 1 2 not fully bmeed laterally by a properly applied u igld telling. they should be braced at o 0 inaxImun, spacing of 10'-T oc. Connector plates shall be i amdoctured from 20 gauge hot dipped galvanized steel n—UngASrM A 653. Attach with (1) t erode 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Pu for to fabrication. the fahrcnlor shall review this drawing to verify that this drawing is In coo iormnnce with the fabricators plans and to realize n motinuing responsibility for such veti- flcotlon Auy discrepancies are to be put In 0-10-15 writing before culling or fabrication. Ploles shall not be Installed aver knotholes. knnLs or distorted grain. Members shall be cut for tight filling wood to wood bearing Con- 1-344 nectar pates shall be located on berth (rites of 04-3 the tmss will, notis fully Imbedded and shag be sytn about the Joint unless otherwise shown A 5x4 p4 le Is 5- wide x 4- long A 6x8 plate is 6- Attach with (1) - wld� x 8' long slots (holes) run parallel to the plate length specified. Double cuts it web 3X4 lOd Toe- aI n,rmben shall meet al the —troid of the webs unless ati,c—t c shown. Connector pNte sizes atr minhnun, sizes based on the forces shown and cony need to be Increased for certain hnnd- ling and/or erection stresses. This truss Is not in be fobricoled with it,. retardant treated hauler unless otherwise shown. For additional Inl nnnalloil on Quality Conlml refer to ANSI /9P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling InlstnllIng & Bracing-. HIB-91 Trusses are to be handled with particular core during binding 4 3 nod bundling. delivery and Installation to avoid 83# 3.50" 25# 2.50" da,nage. Temporary and permanent bracing (� for holding trusses In a straight and plumb post- 1-0-0 t3i 2.5pn� Ilion and for resisting lateral forces shall he 1-1-5 iVAf designed and Installed by others Careful hand- (RO-I I-t t) -4 C/L• I- Wig is essential and erection bmctng is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5869 required. Normal precoutionary action for I,vsses mquiressuch temporary bracing durtnq WARNING: READ ALL NOTES ON THIS SHEET. g• Instnllallon between trusses to avoid toppling En Job: ' nand do shallb under the vision ontrol f erson of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 shall it underthecontrol u ses. Maronda Systems esperienced m the walL�Uon of trusses. J Dsgrv• TLY Chk• Date: 11-05-02 Ptaressmn.1 aevice ahau be ought If needed. CONTRACTOR. . Co n"ritmtion of construction loads greater BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 Hanes design loads shag not applied l0 4005 MARONDA WAY DurFae - Pit: 1.25 trusses at any (taus No lards other than the Braeag shown an this drawing is not erection braebag. wind bracing. portal bracing or shnLLir bracing TC Dead 7.0 psf weight of the ercrtnn shall be applied to SANFORD. FL. 32771 which is a part of the building dr-slg" and whlrh muse M or mklerrd by the hnllding rl - lgnrr. Roaring O.C.Spacing: 24.0" trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 sit— is fur ldeml suppurl of truss members only to reduce buckling length. Prortslons must be BC Live 0.0 psf p g• I, completed. made to anchor lateral bracing al 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 overagstructure May beregmlred. (See HIB-91 of TPI) LICENSE #0050068 ffruss plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719I Code Dese: FLA 10115 vANNFSSA DR.OVIEDOXI-32766 TOTAL 33.0 psf V•Q 05 02- 332012 - 1)rtirm: Afra,,, A-Mi, Inn PATH- r-iTFF.rnr(irnn"vFfJA1 JB: NEW HAVEN A 4 AC: 10# UPLIFT D.L. '' WO: NEHA4 WE: TI: A ATY:8 i DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Intoned Information. speclflcallons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape. clllc project and accepts no responsibility or exercises no control with regard to fabrim. tion. handling. shipment and Installation of (noses This truss has been designed as an bid.dual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as port of the building design by a Building Designer (registered architect or pmfesslonal utglneerl. When reviewed for approval by the btillding designer. the design loadings shown nmsl be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads The design assumes connpresslon chords (Lop or bottom) are conitnu- ously braced by sheathing unless otherwise specified Where botlonn chords In tension are not fully tinted Literally by a properly applied rigid celllnt(, they should be braced at a maximum spacing of 10'-0- o e. Connector plates sliall be mn nufacl tired from 20 gauge hot dipped gahninized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fahricntor shall review Wls drawing to verify Ilint this dmwtng is In mnfominnce with the fabricators plans and to rcnllze n contlnubng responsibility for such verl. I lcallon. Any discrepancies are to be pill In writing before culling or fabrication. I'L les shall nnl be lido lied over knotholes. knots or distorted gratin Member shall be rut for light fitting wood to wood bearing Con- nector pL les shall he located on both faces of the buss with netis fully Imbedded and shall he stm abort the joint unleas otherwise shown. A 5x4 plate is 5- wide x 4- long, A 6x8 plate is 6- Mile x 8- long Slots (hot") run parallel to the plate length specified. Double cuts on web iombers shall meet at the ccnlrold of the webs unless otherwise shown. Connector plate alto are mtnbnum sizes bused on the fortes shown and may need to be increased for certain hand - [trig and/or erection stresses. This truss is not to be fabricoted with fire retardant located lumber unless otherwise shown. For nddltlonal Infnrmallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling ImtaWng a Bracing". HIB-91 Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas - Man and for restsUng lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ah ays required. Norval precautionary action for trusses mqulr" such temporary bracing during Installation between trusses to avoid toppling and dambnoing. The supemBlon of erection of loses shall be under the control of persons e<pertenced In the installation of truss". Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wrlght of the erectors shall be applied to misses until after all fastening and bracing is completed. TOP CHORDSt 2x4 SP #1 D BOT CHORDSt 2x6 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 trust be able transfer 161 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 230# MAX LIVE LOAD DEFLECTION: L/436 at Mid -panel # 1 L=-0.19" D- 0.03" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB v 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be (narked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125aph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W. 7.0 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 71 0.90 4- 3 -43 0.58 ... = .____==ee=Joint Locations 000e000ve.ei... 1) 0- 4-13 3) 7- 0- 0 2) 7- 0- 0 4) 0- 4-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 138 161 -329 TOP PIN 0- 4- 0 271 230 -419 BOT PIN 6-10-12 97 0 -87 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE( Support 1 419# Support 2 329# Support 3 87# 7-0-0 L � l 2� 6.00 Connection designed by others. lit 2-5-6 4-3-2 0-6-6 1-7-0 / 5X6 Attach with (2) 10d Toe -Nails 3.00 I O8�e— 6-4-0 L 4� 3 271# 8.00" 139# 2.50" I-0-0 91,3 7-0-0 98# 4.50" (RO-ll-I1 C/L: 6110-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4929 WAKNIN(4: READ ALL NOTES ON THIS SHEET. Eng. Job: WV: NEHA4 (Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1 1-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bmctng shown on this drawing is not erection bracing. wind bracing. portal bmetng or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which is it F-1 of the hin6dtng design and which ..at be considered by the building designer. Bracing slrawrr is fur bitenl truss BC Live 0.0 r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 support of members only to reduce buckling length. Provisions must be made to anchor lateral bracing al ends and specNed locations deternirned by the building designer BC Dead 10 pS Si Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the awen,structure may be required. ISee HIB-91 of TPI). u .0 p Code Dese: FLA LICENSE #0050068 (truss Plate Institute. TPI. is located at 583 D'Onafrio Drive. Madison. Wisconsin 537191 1005 VANNFSSA DROVIEDOX1.32788 TOTAL 33.0 psf V00 .05 02- 13321-_ 1 Desirn: Mari, Andvur Ina n4Tu. rnrrrc,n ricer,-,- ,. JB: NEW n,,...61 A 4 AC: 10# UPLIFT D.L. Wv.. iHA4 WE: TI: R3 9TY:2 DESIGN INFORMATION This design Is for an Individual building component and has been based on infomnatIon provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- eific pmJeet and accepts no responsibility or exercises no central with regard to fabrica- lion. handling, shipment and Installation of trusses. This truss has been designed as an bndlvldunI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated ns par of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design Imdlnp shown umst be checked to be sure that the data shown me In agreement with the local building codes. local climatic records for wind or snow lands. Project specifications or special applied loads Unless shown. taw has not been designed for storage or occupancy Imds. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise spectned. Where bottom chords In tension are nol fully braced laterally by ■ properly applied rigid celllnq. they should be braced at a maximum spacing of 10'-0" o c. Connector plates shall be manufactured from 20 gauge lint dipped gslvonued steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review [his drawing to verily that this drawing Is in conformance with the fabricator's plans and to rrallze a contlnuing responslb8lly, for such veri- Ilcotlon. Any discrepancies are to be put In writing before cutting or fabrication. PL les shall not be installed Over knotholes. knots or distorted grain. Members shall be cut far light fllWngwood to wood bearing Con- nector pules shall be (mated on both faces of the truss with ,all, fully Imbedded and shall 1e syao. alsoul the joint unless otherwise shown. A 5a4 phte is 5" wide x 4" long A 6x8 plate Is fi" wide x 8- long Slots (holes) tun parallel to the plate length specified Double cuts on web nhrmbem shall meet at the centra[d of the webs unless otherwise showii. Connector pLue sizes are mininmm sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not Io be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recanunendallons are to be followed in accordance with 'lfnndling I nslaWng& Bracing'. IIIB-91 Trusses nre to be handled with particular care during banding and bundling. delivery and Installation to avoid dnninge. Temporary and permanent bracing for holding trusses In a straight and plumb pcs- dion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is alany3 required. Normal precautionary action for trusses requires such temporary bracing during insladatton between trusses to ovoid toppling and dominohng, The supervision of erection of misses shall be under the control of persons experienced lot the installation of busies. Professional advice shall be sought If needed. Concentration of construction Imds greater Ihan the design Imds Mind not be applied to pusses nl any time. No Imds other than the wrlght of the ereelom shrill be applied to In."" until after all fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to .............. Joint Locations===== ....... ___ BOT CHORDS: 2x4 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 11-11- 7 5) 5-11-12 WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 5-11-12 4) 11-11- 7 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERSt 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ BEAR. BLK: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF To Analysis based on Sinplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 12- 7- 7 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 11-11- 7 continuously braced unless noted otherwise. caflposite result of multiple loads. Concentrated LBS Location Shim or wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 WndLod per ASCE 7-98, C&C, V. 125mph, bearing. TC Vert L+D -48 3- 9- 1 H= 22.0 ft, I. 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE( TC Vert L+D -70 6- 1-15 Bld Type. Encl L. 40.0 ft W= 12.0 ft Truss Support 1 600# TC Vert L+D -98 8- 6-12 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 577# TC Vert L+D -127 10-11-10 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -6 1- 4- 4 MAX LIVE LOAD DEFLECTION: Support 1 261# BC Vert L+D -19 3- 9- 1 L/606 at JOINT # 5 BC Vert L+D -44 6- 1-15 L=-0.23" D= 0.00" T=-0.23" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -60 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2085 0.84 6- 5 1969 0.47 BC Vert L+D -76 10-11-10 T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION 2- 3 20 6 0.96 5- 4 T 169 0.42 + MAX. REACTIONS ER BEARING LOCATION----- )jggg Vert Hff Y-Loc 12- Type 31# 0.05" 48N 70q g7RPlift T= 5- 7 716 -577 TOP H-ROLL RMB = 1.00 L 12-6-11 0- 4-13 647 261 -600 B8T PIN 3 r3 33 4-3-10 0-6-1 I 1.68 J 1-0� 074 L 10-11-7 16 L 5 4 647# 9.56" 717H 2.50" 1-10-9 11-1 71 008 0— (RI-10-7) 6N 19# 44# MUM 60N 761/ EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER 1-1995 scale = 0.4621 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NEHA4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: R3 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 11-05-02 TC Lice 16.0 psf DurFaC - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD. FL. 32771 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 to buckling length. BC Live 0.0 O.C.Spacing: r24 01r (407) 321-0064 Fax (407) 321-3913 only reduce Promulam must be made specified anchor lateral bmcing at ends and speced locations determined by the budding designer BC Dead psf lo.o Design Criteria: TPI 9 TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See NIB-91 ofTPrl par Code Dese: FLA LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) 1005 VANNFSSA DP-OVILDo.FL32788 TOTAL 33.0 psf .0 05 02- 33 De7irn: Afwrix Anahsu .MA PATH. r.irFF.I/)KilnNIINFNA• DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses 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 engtneed. 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 end". local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occuponey bads The dnlgn assumes connpre3slon chords flop or botloml are canllnu. ously braced by sheathing unless otherwise speelfled Where bottom chords In teruilon are not fully braced laterally by a pmfxriy applied rigid ce0ing, they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shrill be manufactured from 20 gauge hot dipped golvnnlxed steel meeting ASThI A Cur3. Goode 40. unless otherwise shown FABRICATION NOTES Prior to fabrie"Ilon, the fabricator shall review this drawing to verify thnl this drnwing Is In canforrnnnee with lite fabrtcalors plans and to Len lhz a continuing responsibility for such veri. flcallon. Any discrepancies are to be put In writing before cutting or fabrication t'lates shall not be Installed over krnolholn. knots or distorted gmbn. Atennbers shrill be cut for Light filling rood to wood bearing Con- nector plates shell be located on both faces of Lite truss with nabs fully Imbedded and shall be sync about [lie joint unless otherwise shown. A 5r4 plate is 5- wide x 4- long A 6x8 plate is 6" wide x 8- long Slots (holes) rim parallel to the plate length specified Double cuts on web members shall meet at the centrald of the webs unless olherw Lae shown. Connector plate slu are minhuunt sixes n based on the forces show mid canny need to be Increased for certain hand- Itng and/or erection stresses. This truss h nol to he fabricated with fire relardrinl treated luudxr unlms otherwise shown. For additional hdn run an on Quality Control refer to ANSI/Tf9 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed In accordance with -Handling hmmlling A Bracing-. HIB-91. Trusses are to be handled with particular care during banding nrnd bundling. delivery and WNllatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pw- Illon and for reshthng lateral forces shrill he designed and Installed by others. Careful hand- ling is essential and erection bracing Is a". ys required Nonunl precautionary action for (fusses requires such temporary bracing during hutnllallon between trusses to avoid Lappltn4 rand dombnobng. The supervision of erection of hisnses shall be under the control of persons ex amed In the Installation of" Professional advice shall be sought If needed Crmcenlrallon of construction loads greater Ihau the dolgn loads shall not be applied to tnmses at any time No loads other than the weight of the erectors shall be applied to pusses unW alter all fastening and bracing h completed. JB: NEW HAVEN A 4 i0# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBSt 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLX: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, Vei 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft We, 12.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.12" D= 0.04" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tei 0.07" RMB = 1.00 4-3-10 0-6-1 1 I WO: NEHA4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". MULTIPLE LOADS -- This design is the composite result of nultiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 600# Support 2 577# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 260# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1572 0.84 6- 5 -1729 0.20 2- 3 1638 0.95 5- 4 -201 0.18 13# j 31# TI: R4 ATY:2 == ---Join t Locations ......... ===... 1) 0- 0- 0 3) 11-11- 7 5) 5-11-12 2) 5-11-12 4) 11-11- 7 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 12- 7- 7 BC Vert L+D -10 0- 0- 0 -10 11-11- 7 Concentrated LBS Location TC Vert L+D -12 2- 0- 5 TC Vert L+D -31 5- 7-10 TC Vert L+D -45 9- 2-14 TC Vert L+D -73 12- 0- 1 BC Vert L+D -7 2- 0- 5 BC Vert L+D -19 5- 7-10 BC Vert L+D -23 9- 2-14 BC Vert L+D -25 11-11- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-LociI Vert Horiz Up ft Y-Loc Type 12- 5♦ %6a 284 0 _5 71MP H-ROLL 0- 477177713 226 260 6 0 *T PIN 0-6-6 T 1-6-12 1 2-5-5 11 1.68 I 0-9-9 074 16 11-1-14 5 4 226# 9.56" 285# 2.50" 1.4 1-10-9 1-11-7 1 0-8-0 (RI-10-7) 8# 20# 23# 26# �ir EXCEPT AS SHOWN PLATES ARE TL20 GA STED PER ANSI/TPI 1-1995 scale = 0.4621 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NEHA4 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: I Truss ID: R4 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 11-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or slmllar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which mast hr. ran Idrrrd by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O,C Spacing: 24.Orr p g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delenntned by the building designer. Additional bracing of me overall structure may be required. (3ee HIB-91 of TPn. BC Dead 10.0 $ f P Design Criteria: TPI LICENSE #0050068 fTrms Plate Institute. TPI, is located at 583 D'Onofrio Drive, Aladison, Wbconsln 537191 Code Dese: FLA 1005 VANNESSA DR.OVIEDO.FL327W TOTAL 33.0 psf V:09.05.02- 13325- 1 vesrtn: Afaint Annivia JOR PATH- f;-ITFF.InVIOMINFHId NEW HAVEN A 4 AC: 10# UPLIFT D.L. WO: NEHA4 WE: TI: S ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ..... ===...... joint Locations=======_=_===__ This design is for an Individual building BOT CHORDSt 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 6- 0- 8 component and has been based on Information SLIDERS t 2x4 SP #2 composite result of multiple loads. 2) 6- 0- 8 4) 0- 0- 0 provided by the client. The designer disclaims This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION ----- anyresponsibility for damages as a result of supports. Interior bearing locations should continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type anitity or incorrect d/ordesigsfurnishedtlothetrusdesigs be marked on truss. Shim or wedge if Shim or wedge if necessary to achieve full 5-11- 4 126 166 -303 TOP PIN and/or designs the cod to the true designer by the client and the cortttlnaa or accuracy necessary to achieve full bearing. bearing. 0- 4- 0 242 235 -922 BOT PIN 01 this information as it may relate to a ape- Field Connection at Support 1 must be able 5-11- 4 75 0 -65 BOT H-ROLL c111c project and accepts no responsibility or PROVIDE UPLIFT CONNECTION PER SCHEDULE: transfer 166 pounds of horizontal reaction wndLod per ASCE 7-98, C&C, V= 125mph, exercises no central wlLh regard to fabriea- Support 1 422# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 lion, handlings truss has and WIllnedonof Support 2 303# Support 1 235# Bld e. Encl L. 40.0 ft P1= 6.0 ft Truss tmases. This Truss has been designed ■s an PI?o Ply n'P individual tiding component In accordance wllh Support 3 65# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ANSI/TPI I . ;995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC...FORCE ... CSI Impact Resistant Covering and/or Glazing Req as part of the building design by ■ Building L/419 at Mid -panel # 1 1- 2 -62 0.84 4- 3 -457 0.40 Designer (registered architect or professional L=-0. 17" D= 0.02^ T=-0.15" anllding . when rcWewes farding, approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: bullding designer, it,. design loadings shown must be checked to be sure that the data shown T= 0. 02" are In agreement with the local building cod". MAX HORIZONTAL LIVE LOAD DEFLECTION: Incal climatic records for wind or snow loads. T= 0. 02" PmJrel specifications or special applied loods. Unless shown, truss has not been designed for RMB = 1.15 storage or occupancy loads. The design assumes cannpresslon chords (Lop or bottom) are continu- 6-0-8 ously braced by sheathing unless olhervdse specified Where bottom chords In tension are 1 2 not fully braced Literally by a properly opplit,l rigid celitn2. they should be braced at o Q nmxnmum spactng of 10'-U' o e. Connector plates shrill be manufactured from 20 gauge hat dipped gal-ritzed steel mceting AS NI A 653. Attach with (4) trade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Pnlor to fobricollon, the fabricator shall resdew III, drawing to verify that this drawing Is In conformance with the fabrirnlor's plans and to I realize a contlnubng responsibility for such verl- 2-2-8 Ilcnllon Any dberepnnclesare to be put In witting before cullingar fabricol:on. Plates shall not be installed wet knotholes. ,,ants or dLslorted gmin Members shall be cut rm ught filling wood to wood ben ring Con- 3-9-6 nectar plaid slwll be located on both faces of 11 lhr. truss with —1Ls fully Imbedded and shall he sync. about the Jolnl unless otherwise shown. A 514 plate b 5- wide x 4- long. A 6s8 plate b 6• 0-6-6 wide x 8- long Slots (holes) run parallel to i the plate length specified. Double cuts on web nrcmben shall meet at the eentrold of the webs / 14-2 unless otherwise showsn. Connector plate cuts 3X4 mr rnlnlnnun stw based on the forces shown and may need to be increased for certain hand- / ling and/or erection stresses. This truss Is not T 3X4 Attach with (1) In be fabileated with fire retardant treated IY 5X6 10d Toe -Nails lumber unless otherwise shown. For addltlonnl hdumntlon on Quality Control refer to ANSI/TPI 1•1995 3.00 I 0-8-0 PRECAUTIONARY NOTES All bracing and erection recommendations are to he followed in accordance with-Ilandibig 5-4-8 Installing & Bratbng-. IIIB-91. Trusses arc to I be handled with particular care during banding 4 • 3 and bundling. delivery and Installation to avoid 242// 8.00" 1271/ 2.50" dmnnge. Teinporary and permanent bracing 1-0-0 76N .5O" for holding trusses in a straight and plumb post. f. 6-0-8 Ilion and for resisltng lateral forces shall be I (RO-11-11) designed and installed ct oCareful hood- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports ClL: Wng is essential and ercdlon -11-4 scale = 0.5553 bra bmeing is alloys required. Nomwl precautionary action for :misses requires such temporary bracing during W RNING: READ ALL NOTES ON THIS SHEET. g• bnslallatlon between trusses to avoid toppling En Job: ' and dointnobng. The supervision of erection of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dµ'g: Truss ID: S ru tsses shall be under the control of persona Maronda S stems experienced In me Installation of trusses. Y Dsgnr: TLY ehk: Date: 11-05-02 Professional advice 3 it be sought If needed.J CONTRACTOR. Concentration of construction loads greater BRACING WARNING: TIC Live 16.0 psr DurFae - Lbr: 1.25 than the tango bads o to not tbe hen hied to 4005 MARONDA WAY DurFae - Pit: 1.25 truss" al any time. Na loads other than the Bracing shown on lib drawsng b not erecllan beating. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psi weight of the ereelom shAD he eppllyd to SANFORD. FL. 32771 which is a part of thr. hrdbding design and whlrh must he. eamiderrd by the hulldtng designer. Hearing O,C, Spacing: 24.Ori trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 drawer b far lateral support of truss members only to reduce buckling length. Provisions must be BC Live O.O psi P g• Is completed made to anchor lateral bracing at ends and specified locations determined by the building designer BC Dead 10.O Sr Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (Sec HIB-91 of TP11. P Code Dese: FLA LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). I0D5 VANNESSA DR.OVIEDOXI-32766 TOTAL 33.0 psr V:0 05.02- 33 6- 16 prrinr Afx it A-1-i, MR vArn- r•irrr-1 nrunonivn A DESIGN INFORMATION This design Is for on Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of fnnlly or Incorrect Information, specifications and/or designs furnished to the true designer by the client and the correctness or accuracy If this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- llon, hnndling. shipment and Installation of trusses. This truss has been designed as an Indvidual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Build tng Designer Iregislered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In ngreement with the local building codes. local climatic records for wind or snow loads, project specifications or speclnl applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) am conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ore nest fully braced laterally by o properly applied rlgld celiing, they should be braced at a maximum spacing of 1(Y-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gelvonlzed steel meeting ASrM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Pelor to fnbrlcallon, the fabrlentor shall revim this dmwhng to Vertry that this dmwtng Is In cmdornmmiee with the fabricator's plans and to realize n continuing responsibility for such verl- flcnllon. Any dbcrepnneles are to be pill In writing before culling or fabrication. Plato Members not be Installed wet knotholes, karats or distorted grain. Mernbes1a8 m be c for tight filling wool to wood bearing. Con- nector plates shall he located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) nun parallel to line plate length specified Double cuts on web members shall meet at the —itrold of the webs unless otherwise shown Connector plate sizes are minbnum sizes based on the forces shown and may need to be Increased for certain hnnd- ling and/or erection dresses. This truss is not to be fabricated with rim retardant treated lumber unless otherwise shown. For addlllonnl Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmeing and erection reconunendallons ore to be followed In accordance with -Handling InslaWng A Bmcing-. HIB-91. Trusses an to be handled with particular care during landing and bundling, delivery and Installation to avoid damage Temporary and permanent bmcing for holding trusses In a straight and plumb pm - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hnnd- Wug is essential and erection bracing is always required. Normal precautfonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domdnoIng Tim supemision of erectlan of trusses shall be under the control of persons experienced In the installation of trusses Pmfessloual advice shall be sought If need ned. Cocentration of construction loads greater than the design loads shall not be applied to bvsses at any time. No lads other than the weight of the erectors shall be nppbed to Inusses until after all fastening and bracing I- coo,plelcd. JB: NEW HAVEN A 4 AC: 1 On .:.:SIFT D.l. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-1-6 0-6-6 WO: NEHA4 ; Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 TI:T o:.;:2 ==_____=====Joint Locations=====__________ 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 198 195 -368 BOT PIN 4- 7- 4 59 0 - 5 5 BOT H-ROLL WndLod per ASCE 7-98, CSC, V. 125mph, H= 22.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 40.0 ft W= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 I 0-8-0 �(pp�� {q( ��jJ 4-0-8 4 3 199A 8.001, 98N 2.50" 1.0 1-0-0 t1 4-8-8 60k 2 50" 1 (RO-I1-11) le C/L: -7-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6741 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: 4005 MARON DA WAY TIC Live 16.0 psr SANFORD, FL. 32771 Bracing shown on this dmwing is not erection bolting, wind bracing, portal bracing or similar bmcing which is a part of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral suppurt uA truss members only to mehirr h"ckifng length Provisions must be BC Live 0.0 pqr TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltional bracing of the overall structure may be required. (See HIB-91 of MI. BC Deadpsf 10. 0 LICENSE #0050068 frmss Plate Institute. TPI, is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). 1005vANNEWADaoviicDOTI-327ee TOTAL 33.0 psf Truss ID: T Date: 11-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ,.o.g... ,.w.0 n.... Y s ova —1— LAlLC-LVAVVfIJINCffA4 Nrc- eta 7nni - . I JB: NEW HAVEN A 4 AC: 10# UPLIFI WO: NEHA4 WE: TI: U ATY:2- DESIGN INFORMATION This design is for an Individual building component and has been based an Inforrnatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, speclflcatlom 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- clile project and accepts no responsibility or exereses no control with regard to fabrtca- lion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of the building design by a Building Designer Iregstered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings allown 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 spectflcatlons or special applied loads Unless shown, truss has not been designed for storage or occupancy loads The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celling, they should be braced at a u1minnum spacing of 10'-0' o c. Connector plates shall be manufactured from 20 gouge hot dipped galvanized steel meeting AS IVI A 653. Grade 40. unless otherwise shown FABRICATION NOTES Poor to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to reallre a continuing responsibility for such veri- limlion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be lnslalled over 1—tholes.knots or dwanted grain Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the Iou- with malls fully bnbedded and shall in sym. about the joint unless otherwise shown. A 5x4 plate b 5' wide x a' long A 6x8 plate Is 0' wide x 8- long Slots (holes) run parallel to the plate length spectned. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless olherw Lnc shown. For additional b roman on on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'llandling I islalling b Bracing', HIB-91. Trusses ore to be handled with particular care during banding and bundling, delivery and Installation to avoid dmnage. Temporary and permanent bracing for holding tresses In a straight and plumb pm- illoo and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is ahvaya required. Normal precautionary action for t—ses requires such temporary bracing during instnilatlon between louses to avoid lopp6ng and dominoing. The supervslon of erector of truss- shall be under the control of persons experienced in the installation of busses. Pro esslonal advice shall be sought 0 needed. Concentratlon of construction loads greater thin the design Icods chat not be applied to Imises at any time. No loads other than the weight of the erector shall be applied to u uves unit] after ail fastening and bracing 1, completed TOP CHORDSt 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERSt 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-5-6 I 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 =at be able transfer 99 pounds of horizontal reaction ..TC...FORCE ... CSI ..BC...FORCE... CSI 1- 2 35 0.28 4- 3 -112 0.15 ........ ======Joint Locations ======......... 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 155 143 -293 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V. 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft w= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req /I1. 3A-8 k �1 2 6.00 1-6-8 0-8-2 3.00 1 0-8-0 2-8-8 14 3 155H 8.00° 70# 2.50" L 1-0-0 0,14 34-8 44# 2 50" 1 (R0-11-I1) I C/L: -34 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNINCi: READ ALL NOTES ON THIS SHEET. Eng. Job: Lblaronda System s A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg` CONTRACTOR. Dsgnr: TLY BRACING WARNING: TC Live 4005 MARON DA WAY SAN FORD. FL. 32771 Bracing shown on this dmwtng is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead which is a part of the building design and which must be considered by the building designer Bracing for BC Live (407) 321-0064 Fax (407) 321.3913 shown b btcral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and 5pec0led locations determined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPII. BC Dead LICENSE #0050068 (Truss Plate Institute. TPI, s located at 583 D'Onofrio Drtve. Madison. Wbecafin 53719) 1005 VANNESSA DROVIEDOYI-33766 TOTAL Chk: 16.0 psf 7.0 psf 0.0 psr 10.0 psf 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8577 Truss ID: U Date: 11-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Vesign: Afarrir Analyse JOB PATu, Qt%EE•f.OKtI0RMFNA4 DESIGN INFORMATION This design is for an Individual building component and has been based an Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or deslgru furnished to the truss designer by the client and the cortectness or accuracy of this Information as It may relate to a ape - elite project and accepts no responsibility or exercises no control with regard to 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 na part of the building design by a Building Designer (registered architect or professional enoneed. 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 Imds. project specifications or special applied Imds. Unless shown. truss has not been designed for stomgc or occupancy Imds. The design assmnes compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Inntemlly by a property applied rigid cclllug, they should be braced at n nmxlunm, spacing of lo'.0- o.e. Connector plates shall be manufactured from 20 gnuge hot dipped gnlvanlzed steel meeting ASI'M A 653. Gmdc a0. unless otherwise shown FABRICATION NOTES Prior In fabrication. Lite fabricator slur8 review ills dmwtng to verlry !flat this drawing Is In confornanee with the fabricators plans and to realize n continuing responsibility for such verl- IlmHon. Any discrepancies are to be put In writing before culling or fabrication. PL les shall not be Installed over knotholes. knob or distorted gmb,. Members shrill be rut for light filling wood to wood bcaring. Con- nector plates shall be located on both faces or the Miss with nalis fully bnbedded and shall be sym abonl the joint unless olhembe shown A 5x4 pL to is 5- wide x 4- long A 6x8 plate ta 6' wide x 8- long. Slots (holes) ram pnmllel to Ilse pLite length spmtfled. Double cuts on web members shall meet at the centrold of the webs uuleas otherwise shown Connector plate at= all,' :11111lum sizes based an the forces shovm and nmv need to be Increased for certain hnnd- Iing and/or erection stresses. Thin truss Is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional Infannallon on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and rrecllon recotmnendallons are ins be lo:lmed in nectirdance with "Handling In,1. 11, g D B"arin % HIB-91. Trusses are to be handled wit 11 particular care during banding and bundling. delivery and Instalbilon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for restating lateral forces shall be designed and Installed by others. Careful hand- ling is essentlal and erection bracing is always required. Normal preanullonary, action for trusses requires such temporary bracing during Installation between trusses to nvold lopplIng and domnbming. The supewtsion of erec0on of trusses shall be under the control of persons -perlenced in the Wtallallon of trusses Profesalanal advice shall be sought If needed. Concentration of construction loads greater than the design londa shall not be applled to trusses at any time. No loads other than the weight of the i,mitirs shall be app8ed to Lt.-- unit] Inn all fastcullig and bncing is ean,hleted JB: NEW HAVEN.*.,.'- AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDSt 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 59 pounds of horizontal reaction MAX LIVE LOAD DEFLECTIONt L/999 Lin 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 1-10-0 T 0-6-6 Face EXCEPT AS SHOWN PLATES ARE TL20 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAK A COPY CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind braeIng. portal bracing or similar bracing which is n inn of thr h,t0rhng design and which must be considered by the building dmigner. Bmcing shown is for lateral support of buss membeis only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified to anion determined by the building designer Additional bracing of the overall structure may be required. (See HIB-91 of TPI). frruss Plate Institute. TPI. ta located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). WO: NEh'r:Z-,1' WE: Analysis based on SinT)lified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on Imiltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125rbph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W= 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -19 0.06 4- 3 -7 0.04 'ii V ATY:2 ==o ====0000=Joint Locations ..=000======oo1) 0- 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11- 4 48 59 -125 TOP PIN 0- 4- 0 113 69 -218 BOT PIN 1-11- 4 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 218# Support 2 125# Support 3 4# 2-0-8Ilk 1 1 L' 0 1-2-8 0-4-2 4 I 0-3-12 3 00 0-8-0 141-8 4 3 114N 8.00" 48k 2.50" Le 1-0-0 � 2-0-8 19# 2. Oln r (R0-10-11) C/L: 1- 1-4 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports nIING: READ ALL NOTES ON THIS SHEET. Eng. Job: OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Dsgnr: TLY Chk: Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails TICLive 16.0 psf TICDead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf scale = 1.1455 Truss ID: V Date: 11-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Derfen- Afafrir Anah-sh JOR PATH- r-t7'FF.inirim;iavru Aj TOTAL 33.0 psf JB: NEW HAVEN A 4 ..: 10# UPLIFT D.L. WO: NEHA4 WE: TI: W ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =====eeevoo°eaJoint Locations 000e000voveveee This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 0- 7-10 component and tins been based on Information WEBS t 2X4 SP #3 All COMPRESSION Chords are assumed to be 2) 0- 7-10 4) 0- 0- 0 provided by the client. The designer dlschlns continuously braced unless noted otherwise. - -- - MAX. REACTIONS PER BEARING LOCATION----- anyresponslbdlly for dnmages m a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V- 125 h, X-Loc Vert HoriZ lift Y-LOC e faulty or Incorrect Information. specifications P 111p Up Type and/or designs furnished tothe lrussdesigner Support 1 93# H- 22.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 0- 3-13 62 31 -93 SOT PIN by the client and the correctness or accuracy Support 2 85# Bld Type. Encl L. 40.0 ft W. 0.6 ft Truss 0- 6-14 25 0 -85 BOT H-ROLL of this information as it may relate to a spe• MAX LIVE LOAD DEFLECTION: in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf cdlc project and accepts no responsibility or L/999 Impact Resistant Covering and/or Glazing Req exerclsn no control with regard to fabrim- L. 0. 00" D- 0. 00" T- 0. 00" lion. hondling. shipment and Installation of muses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC... FORCE... CSI .. BC... FORCE... CSI Ind.dual building component In accordance with T- 0. 00" 1- 2 4 0.01 4- 3 0 0.01 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as pan of the budding design by a Budding T- 0 . 00" Designer (registered architect or professional engineer). When reviewed for approval by the RMB a 1.15 building designer. the design landings shown nmsl be checked to be sure that the data shown are In agreement. with the local building codes. 1=1 cllmalic records for wend or snow loads. project specifications or special applied Inds. Unless shown, truss fins not been designed for storage or occupancy loads. The design assumes compresslon chards hop or boltoml are conllnu- ously braced by sheathing unless otherwise 0-7-10 li specified. Where bottom chords In tension are �t 2 not fully braced laterally by a properly applied rigid selling, they should be braced at a — nsxlmum spacing of 10'-0' o.e Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown 2X4 FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verily that this dmwing Is In conlonnance with the fabricators plans and to realize a continuing responsibility for such veri• Ilcatlon. Any discrepancies are to be put In willing before cutting or fabrication. Plates shall not be installed over lu,amdes. 0-10-3 knns or distorted grain. Mcniben shall be cnni _ for tight fitting wood to wood hearing Can- 1-0-15 rector pinln shall be loaaled on both faces of 0-6-6 lire buss with nails fully imbedded and shall be sync. about the joint unless otherwise shown. A 5e4 plate is 5- wide x 4' long. A 8x8 plate is 8- wide x 8- long slots (holes) fin rr parallel to lire plate length specified Double cuts on web numbers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlnmm sizes bed an them forshown 5X6 2X4 as and may need tot Increased for certain hand- ling and/or erection stresses. This tmm s not to he fabricated with fire retardant treated l:rnnber unless other use shown. For addltlonnl Infnnnatlon on Bundty Control refer to ANSI /TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendatiom arc to be followed In accordance with 'Handling Installing A Brnc11 Ir. HIB-91. Trusses are to �T 0'7-10 L be handled with particular care during banding 14 3 and bundling. delivery and installation to avoid damage Temporary and permanent bracing 62# 7.60"26# 1.50" for holding trusses In a straight and plumb pm- 1-0-0 }IIo Itlon and for resslmg lateral forces shad � be d I 0-7-10 designed and installed by other. Careful hand- (R0-11-11) I Bring is essential and erection bracing s always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 1.9490 required. Normal precautionary action for lrussnreq,rlrneentrutemporary bracing op duriling WARNING: READ ALL NOTES ON THIS SHEET. g• wtnllatlon between trusses to avoid toppling En Job: WO: NEHA4 and daIshall g. nertherymonoion of of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g trusses shall be under the control of persons III =Maronda Systems OTT' Truss ID: W experienced In the installation of trusses. Dsgnr' TLY Chlt' Date: 1 1-05-02 Professional advice shall be sought ifneeded. CONTRACTOR. Concentration of construction Inds gealer BRACING WARNING: TIC Live 16.o psf DurFae - Lbr. 1.25 )tun the design loads shall not be applied to 4005 MARONDA WAY hoses at any time. No Inds other than the Bracing shown on this drawing is erection bmctng. wind bracing. portal bracing or similar bracing TICDead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shad be applied to SANFORD. FL. 32771 which is a part of the budding design and which must be considered by the budding designer. Bracing trusses untilafter all fastening unit boicing (407) 321-W64 Fax (407) 321-3913 shown Is far lateral support of truv members only to reduce buckling Irngh Provisions must be BC Live o.o psr O.C. Spacing: 24.0" s completed. TOMAS PONCE P.E. made loninchar teral bracing at ends and specified lineations determined by the budding designer BC Dead t0.o r Design Criteria: TPI Additional bracingof the overall structure maybe required. (See HIB-91 of TPI). LICENSE #0050068 (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) Code Dese: FLA 1005 VANNESSA DB.OVIEDOX1.32700 TOTAL 33.0 psf V:09.05.02- 13330- 20 Design: dfalrtr Annlyrlr JOH PATH: CATEE-LOKVOBSINEI/A4 14re• ng 7nm :y. JB: NEW HAVEN t AC: 10# UPLIFT D.L. WO: NEnj-... WE: 1;: i ATY:2 DESIGN INFORMATION Top CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =====oovoeee;-Joint Locations ..... =........ _ This design is for on individual building BOT CHORDS: 2x4 SP #2 composite result of nwltiple loads. 1) 0- 0- 0 3) 7- 3- 0 conponent and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 3- 0 4) 0- 0- 0 provided by the client. The designer disclaims SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. - -- - MAX. REACTIONS PER BEARING LOCATION ----- any y or incorrect (n damages as a result of Shim or wedge if necessary to achieve full X-Loc Vert Horiz lift Y-Loc e and/or designs information. to othetrusscdions WndLOd per ASCE 7-98, C&C, V= 125eph, bearing. g zi' 0- 4- 0 314 257 -420 BOT PIN and/or designs furnished to the truss designer by the client and the correctness or accuracy H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt. 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL of this Information as It may relate to a spe- Bld Type- Encl L= 40.0 ft W= 7.2 ft Truss Support 1 420# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE clflc project and accepts no responsibility or in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf Support 2 446# Support 1 257# Lion. handling. li casual with andregard to fabrica- tion. Impact Resistant Covering and/or Glazing Req I ion, handling. shipment and Installation of trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: .. TC... PORCE... CSI .. BC... FORCE... CSI Individual building component In accordance with L/873 at JOINT # 4 1- 2 -128 0.79 4- 0 -593 0.40 ANSI/TPI 1.1995 and NDS-97 to be Incorporated L=-0.09" D= 0.01" T=-0. 07" 0- 3 -22 0.61 as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or professional q'v 0 - 10" engineer). When reviewed for approval by the building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0. 12" are In agreement with the local building codes. local climatic records for wind or snow loads, RMB = 1.15 project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume-n 1 compression chords (top or botlotn) are coal Inu- 7-3-0 L ously braced by sheathing unless otherwise Ilk specified Where bottom chords In tension are 1 2 not fully braced Literally by a properly applied rigid ceiling. they should be braced at o nmxln,tun spacing of 10'-0- o c. Connector 4.00 plates shall be manufactured from 20 gauge hot dipped /alvnnl7td steel meeting AS NI A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to rabrlcalbn. the fabricalnr shall mlew this drawing to verify that this drawing Is In con lonnmice with the fabricator's plans and to rcallze a continuing responsibility for such veri• 1-10-3 nentlon. Any discrepancies are to be put In writing before culling or fabrication. Plot" shall not he Installed Over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- 3-2-5 nectar plates shall be located on both faces of the truss with nags fully Imbedded and shall he sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate Is 6- 2X4 wide x 8- long Sbls (holes) run pamnel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs �— 1-1-3 unless otherwise shown. Connector plate sizes 3X4 ore mlnlmtim It= based on the forces shown 0-6-6 and may need to be Increased for certain hand- 3X4 Wig and/or erection slressd This truss is not to be fabricated with fire retardant treated 5X8 lumber unless otherwise shown. For additional Infonnallon on Quality Control refer to ANSI /TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations ore to be followed In oecordannce with -Handling InstaWng A Bractng-. HIB-91. Trusses we to be handled with particular care during banding and bundling. deWery and Installation to avoid damage. Temporary and permanent bracing for holding muse In n straight and plumb pos- ition and for resisting lateral forces shall be deigned and Installed by others. Careful hand - Wig is essential and erection bracing is allays required Normal precautionary action for trusses requires such temporary bracing during bnslallat:on between trusses to avoid toppLumt and dmnlnoing. The supervision of erecUon of messes Ilia]] be under the control of persons experienced in the Installation of Inures. Professional advice shall be sought If needed. czeenlrat:un of construction Inds greater than the design bads shall not be applied to muses fit any time. No loads other than the weight of the creel— s1mB be npplled to Incases until after ■I] f-tenirng and bracing Is cannplrlcd EXCEPT AS SHOWN 0-8-0 I 4 315N 8.00" 1-6-0 (R1-5-13) a}e PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DP-OVIEDO.FL32766 7-3-0 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal braeWg or stmllar bracing which is a part of the building design and which must he —Id—d by the htiUding designer Bracing shown is for lalelal suppurt d 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 maybe required fSee HIB-91 of TPI). frruss Plate Institute, TPI. is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). 233# 2.50" Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.6576 Truss ID: Y Date: 11-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Alatrit Analyst JOB PATH: CATEE•LOKVOB.ONF.HA4 I I I JB: "."'.IVEN A 4 AC: 10# UPLIFT D.L. ,'O: NEHA4 WE: TI: Z ATY:2 DESIGN INFORMATION This design s for an individual building component and has been based on Information provided by the client. The designer disclaim any responsibWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a Spe- cific project and accepts no responslbWty or exercises no control with regard to fabrim- lion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or pmfesslonal engneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow, loads, project speelflcallons or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design nssumes compression chords (top or bottom) are cantinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'.0' o e. Connector plates shall be manufactured from 20 gouge hot dipped golvnnized 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 confomance with the fabricator's plans and to mollm a cmillnuing responsibility for such veri. Ilcnllon. Any dscrepanrles am to be put In writing before culling or fabrication. Plates shnll not be bnslnded over knotholes, k I," or distorted gain. Member shall be cut for light lilting wood to wood bearing Con- nector pines shall he located on both faces of the truss with nails fully Imbedded and shall be sysu. about the joint unless otherwise shown. A 5,4 pile s 5' wide x 4- long. A 6x8 plate is fr wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web numbers shad meet at the cennrold of the webs unless W M—se shown Connector pinte sizes are sizes based sibased on the forces shown mid env need to be increased for certain hand- ling and/or erection stresses Thin truss is not to be fabricated with fire retardant treated lumlxr unless otherwise shown. For addlilonnl hnfmminllon on Quality Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES All brachng and erecllon recommendations are to be followed In accordance with "Handling Inslnlling a Bmcing-. HID-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In ■ straight and plumb pm- Itlon and for restsWng lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erecllon bracing is alum}-! required Normal precautionary action for trusses requires such temporary bracing durbng insinuation between trusses to avoid toppling mud domhwing. The supervision of erection of susses shall be under the control of persons e<perlenced In the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction Inds greater than the design loads shad not be applied to Trusses at any time. No loads other lhnn the weight of the erectors shall be applied to trusses unld after all fastening and bmcmg 1, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDSt 2x4 SP #2 SLIDERSt 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-2-5 T I 0-616-6 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction .TC ... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 31 0.39 4- 3 -173 0.19 _-_=_=====Joint Locations=====__________ 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 208 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W. 4.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req i. 4-3-0 k Ilk 2 1 4 208# 8.00" 1-6-0 e (11I-5-13) 'jam EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVILDO.FL32766 4-3-0 2.00 1-4-3 0-7-3 87# 2.50" 54# 2.00" C/L: 4-1-12 Over 3 Supports WAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing Is not erection bracing, wind bracing. portal bracing or similar bmeing which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pravtsbrs most be made to anchor lateral bracing at ends and specified I=Uons determined by the building designer. Addlllonal bracing of the overall structure may he required. (See HIB-91 of TPI( frruss Plate Institute. TPI, s located at 583 D'Onafrio Drive. h12dson. Wisconsin 53719). Attach with (3 10d Toe -Nails Attach with (I 10d Toe -Nails scale = 0.9574 Eng. Job: WO: NEHA4 Dwg: Truss ID: Z Dsgnr: TLY CU: Date: 11-05-02 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 L0.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf U-9-05.02- 13332- 2 JB: NEW HAVEN K AC: 10# UPLIFT D.L. WO: NEHm-, WE: ATY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speelilullons 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 rabrica. tlorl. handling. shipment and Wtallntion of trusses. Th13 truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer (registered architect or professlonal engineerl• When revlerved 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 irtnd or snow loads. projrcl specifications or special applied loods Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compresslon chords (lop or bollonil am conthnu. ously braced by sheathing unless otherwise slicclfled. Where bottom chords in tension are not fully braced Lalernlly by a pmprrty applied right cellhig. they should be braced at o maximum spacing of 10'-0- o e. Connector plates stroll be manufactured fmm 20 gauge hot dipped galvanized steel meeting ASTM A 653. f rude 40. unless othi nvtse slimli. FABRICATION NOTES Prior to fabrlrnllon. the fabricator shall revlexv this drawing to verify Ihnt this dmwing Is In conlomence with the fabricator's plans and to renllze n continuing responsibility for such veri- flcittlon. Any discrep: neles are to be put In writ Ing before culling or fabricallon PLit cs shall not be Installed over knotholes. knnls or distorted gram. M.nibem shall be rul for tight filling wood to wood bearing Con- nector plates shall he brated on both fnces of the truss with mitts fully Imbedded and shall be syin. about tile. joint unless otherwise shown. A 5x4 plate is 5- wide x F long A 6x8 plate b 6- wlde x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at Ile centmid of the webs unless ritherwbe shown. Connector plate sizes me inhnuni sizes Ixmed on the force shown and fimnny need to be increased for certain hand - Mill and/or erection +tresses. This truss is not to be fabricated with fire relardanl treated lumber unless otherwise shown. For additional Infominllon on Quality Control refer to ANSI /TPI 1.1995 PRECAUTIONARY NOTES NI bmctng and erection recommendatlons are to be followed In accordance with 'Handling Installing a Bracing-. III8-91. Trusses we to be handled vault particular care during bonding and bundling. delivery and Iristaliallon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for reislmg lateral force shall be designed and Installed by others. Careful hand - Wig is essential and erection bracing is always required. Norrnol precautlarary nctlon for truss" requires such temporary bracing during mstniWlton between truss" to avoid lopping and donnmomg. The supervision of erection of truss" shall be under )lie control of persons experienced in the Wtallatlon of truss" Professional advice shall be sought If needed Concentration of construction loads greater than the d"ign lands shall net be applied to truss" at any time. No loads other than the welght of the erectors shall be applied to cusses until after all fastening and bracing b completed TOP CHORDSi 2x4 SP #2 BOT CHORDSt 2x4 SP #2 SLIDERSt 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULEt Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tel 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tel 0.00" RMB = 1.15 1 4-1 T 0-66-6 1 MULTIPLE LOADS -- This design is the composite result of nultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W. 1.7 ft Trues in END zone, TCDL- 4.2 paf, BCDL= 6.0 paf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3 0.01 4- 0 -52 0.01 0- 3 20 0.01 ==_____=====Joint Locations======_=_______ 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 133 64 -226 BOT PIN 1- 7- 0 47 0 -125 BOT H-ROLL 1-84 42 2 0 2.00 0-8-0 1-04 Plate Height = 0-2-1 4 3 133# 8.00" 48# 2.50" 1 (R1-5-13) '�° 1-8 4 EXCEPT AS SiIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFMA DR OVIEDOXI-32766 ne.f.mniMr:. �..ml�m 1-6-0 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing. wind bracing. portal bmctng or similar bracing which is n part of the building dr_.lgn and whtrh must be considered by the building d"Igner Bracing shown is for lateral support of truss members only to reduce bueklbig length. Pnn'bbiu must be made to anchor lateral bmctng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI). (Truss Plate Institute. Till. b located at 583 D'Onorlo Drive. hindison. Wisconsin 53719). lf)n p1T1 /-iTCC IAViIllaf�uCu .• scale = 1.5681 Dwg: Dsgnr: TLY Chk: Truss ID: Z1 Date: 11-05-02 TIC Live 16.0 psi DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead mil psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf - V•0 .05 02- 333321 JB: NEW HAVEN 4 AC: WO: NEH4F WE: TI: F1 9TY:2 DESIGN INFORMATION ***** CUTTING ONLY **►* **** Truss NOT designed for wind Loads. **** =__0- ==__ _ = e=== Joint Locations===__=====o== This design is for on Individual building TOP CHORDS: 4x2 SP #2 1) 0-=0 13) IS- 2- 0 25) 13- 2-10 component and has been based on lnfonnallon provided by the ellent. Tile designer d0elabms HOT CHORDS: 9x2 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 2-10 14) 15-10-10 26) 11-10-10 any responsibility for dainages as a result of WEBS: 2-4X2 $P #3 continuous) Y braced unless noted otherwise. 3) 2- 6-10 15) 17- 2-10 27) 10- 6-10 foully or lncroreel Information. specUlullons GABLE STUD: 4x2 SP #3 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** 4) 3-10-10 16) 18- 6-10 28) 10- 0- 0 and/or designs furnished tothe truss designer This truss *NOT* designed for wind loadl 5) 5- 2-10 17) 19-10-10 29) 9- 2-10 by the client and the correctness or accuracy of this Information as it may relate to a spe- 6) 6- 6-10 18) 21- 1- 9 30) 7-10-10 cOlcprofectandaeceptsnoresponslblglyor 7) 7-10-10 19) 21- 1- 4 31) 6- 6-10 e<errlses no control with regard to fabi Its- 8) 9- 2-10 20) 19-10-10 32) 5- 2-10 (inn.handling. shipment and installation of 9) 10- 6-10 21) IS- 6-10 33) 3-10-10 trusses. This truss has been designed as on 10) 11-10-10 22) 17- 2-10 34) 2- 6-10 individual building component In accordance with 11) 13- 2-10 23) 15-10-10 35) 1- 2-10 ANSI/TPI 1. 1995 and NDS-97 In be Incorporated as part of the building design by a Building 12) 14- 6-10 24) 14- 6-10 36) 0- 0- 0 Drslgner (registered architect or professional erngtneed. When reviewed for approwl by the bnllding dolgner. the design loadings shown must be checked to be sure that the dnla shown are In ogreement with line local building codes. local climatic recOnds for wild or snaW loads. project speelf catfous or special applied loads. Unrless Minwri. truss has not been deslgued for stoinge or occupancy bads. The design assumes cumpreselon chords (top or bottom) are conlbu- ously braced by lhealhlng unless otinervlse Specified. Where bottom chords In tension are ❑ot lolly braced liturally, by. properly ripplled rigid crOing. they should be invited at. maAlmum spacing of 10'-0' o e. Connector plates shall be manulactu¢d from 20 gauge hot dipped p Ivanlied steel meeting ASfM A 653. l:raAe •10. units. otherwise shown. FABRICATION NOTES Ihfor to Gbrica non. the Iabilm I or shall revtcw ills dmwing to verify that Ills drawing is In eonfomnanee with the fobrfealur's Plans and to reallre a ronllnuing responsibility for such veri- Ilentlun. Any dlsclepancles are to be put In writing before eutllrng or labrfcallon Plates sha0 not be Installed over knotlmlts. knoll or distorted golln. Member shop be cut for tight Iltimg wond to wood bandng Con. nect., pt tes shall be located on both Gres of the truss Milt noels fully Imbedded and shall he sr"..Mnl the Joint unless otherwise shown A 5s* pule Is 5' "lilt s F long A 6%8 pl le is 6' wide % 8- long Slots Iholes) run parallel to the plate length specified. Double cuts an web ember shall meet .l the eentrold of the wells unless otherwise shown. Connerlor plate sloes .re mtnlmuu sires bused on the forces shown nd mny need to be IncrcviseA for ttrtoln blind • Iling an, erection stresses. '1 his truss l not to be I.br;%= will, fire retudanl treated bnnber unless otherwise sh—, For additional Infomn.lbn on Quagty, Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and ciceWn recommendations are to be followed In .m. d.— with -Handling Irota0lug d Bracing. 11111-91 Trusses are 10 be handled with particular tare during banding and bundbng, delivery and installation to avoid damage. Temporary and peroonenl bracing for holdhg trusses In a straight and plumb pos. Illon and for Timing lateral forces shall he designed and Installed by olher. Careful hand- ling is essential and erection bracing isalways required Normal precautlonuy action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domweing. The supervision of erection of trusses %lull[] be under line control of persons mperienced it, the Iosla0.tlon of trus.e.. limitssor" I advice shall be sought ifneeded. Coneenballon of construction loads greater than the design Inds shall not he applied to tuns. at any time. No loads other than the welght of the eecton shag be applied to louses until "let all lastcublg .old br.clog is completed I 1-4-0 J_ 2 9 10 11 12 13 14 2X4 1-SX7 1 SY'i I ev11 I evz I ev1 I e W=3X4 6 17 1 ran—:.—:—.—:_�—.__:•:■••:�:�.�.�.�I ------ _ ■.,.,� L.Z)Aj 1.3A.3 t.JAJ 1.aXs I.SX3 L.5X3 1.5X3 1.5X3 1.5X3 2X4 1V=3X4 __F 1_ 21-14 11 36 35 34 33 32 3l 30 29 28 27 26 25 24 23 22 21 20 1 0# 1.50" ON 1.5011 21-1-4 EXCEPT AS S110IVN PLATES ARE TL20 CA TESTED PER ANS11TP1 1-1995 Cont. Support Studs ® 1-4-0 o.c. scale = 0.3175 �Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 11■90 OREENBROOK Cr OVIEDO.Fi 32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dnarving is not erection bracing. wind bracing. portal bracing or similar bracing which b a part of the building design and which roust be considered by the building deslguel. Bmchnit shown is 101 lateral support of taus members only to reduce buckling length. Prwhlons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracung of the overall structure may be required. (See HIB-91 of TPII. rTm%s Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wlstonsln 53719). Eng. Job: WO: NEH4F D%vg: Truss ID: F1 1)sgnr: TLY CI1k: Date: 3-04-02 TIC Live 40.0 psr DurFac - Lbr: 1.00 TIC Dead 10.0 psr DurFac - Pit: 1.00 13C Live o.o psr O.C. Spacing: 24.011 BC Dead 5.o psr Design Criteria: TPI Code Desc: TOTAL 55.0 psr V:01.25.02- 7435- 0 DESIGN INFORMATION This design Is for an Individual building component and hits been based on Information prodded by the client. The designer disclaims any responsibility for damages as . 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. cOk project and accepts no responsibility or exerctses no control with regard to fabrtea- Ilon, handling, shipment and Installation of Iru- Thistruss has been designed as an individual budding component In accordance with ANSI/'If I 1-1995 and NDS-97 to he Incorporated as part of the building design by a Banding Designer Iregtstered arehlleet or professional e nghmul When reviewed for approval by the building designer• lire design landings shown must be checked to be sure that the dala shown are In agreement with the bat bulldog cokes, local climatic records for wind or snow Inds. projccL specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes ampresslon chords (lop or bollom) are conitnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a properly npphed rigid crlling, they should be braced at a ma- Imam spacing of 10'-7 o.e. Connector plat- shall be manufactured from 20 gauge hot dipped ga Nanlzed steel meeting ASTII A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrialar shall review this drawing to verily that this drawing Is In conformance wllh the fabricator's plans and to realize a -minting responsibility for such verl- Ilallon. Any d1serepancin are to be pill In writing before rutting or labrlallon Plates shall not be installed Over lunotholes. knuU or distorted gain. Members shall be rut Inn tight ❑cling wood to wood bearing Con- nector plates shall be bated on bnlh faces of the truss with nabs fully bnbedded and shall be synn. about tire Joint 'Inlets olh-ise shown A 5n4 plate is 5' wide x 4- long. A GxB plate is 0' wide x 8' long Slots (holes) run parallel to the plate length sperdtrd. Donhle sla13 on web -nibms shall meet at the cenlrold of the webs unless oll¢rwlse shrnvn Connector plate sizes cone minlnnnn suo, t-ed on the fore- shnwm and may need to be increased for certain ha id. ling and/or erection stresses. This lass is not (n be fabrl-ted with Ibe rcbrdant Ireatenl lumber unless otherwise shorn. For .drillfrinal Inlonnallan on Quality Control refer to AN51/TPI 1-1995 PRECAUTIONARY NOTES All bracing slid erection reconunendallons tie lobe followed In aanrdnnee with 'I landing InsrnlWng A BrachnC•. III5-91. Trusses are to be handled with particular am during handing and bundling, delivery and installation to avoid darrnage. Temporary and perrannenl bracing fin holding trusses In ■ straight and plumb pm- tumn sad for routing lateral forces shall be dolgncd and Installed by others Careful hand. Ihig Ls essenllal and -lion bracing Is .Mays tequlred. Normal precautionary action for t noses iequbes such temporary bracing during Instal affair between trusses to avoid topping and d....., The supenislon of erection of troves shall be under the conlml of persons e spedanred in the Installation of pusses. 1'ro(oslonal advice shall be sought If heeded. Cnncenlmlbn of eo,,,Lmclfon loads galcr than the design Ind• shall not he applied 1. lr uvos at any lime. No loads other than the wrl(Jd of the .recto. a1.11 be applled to I noses until alter all fastening and bracing is connpleled A NEW HAVEN 4 AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,14 MAX LIVE LOAD DEFLECTION: L/561 at JOINT #16 L=-0.43" D=-0.1611 T=-0.59n MAX HORIZONTAL TOTAL LOAD DEFLECTION? To 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION? To 0.07" RMB = 1.15 7- 1-4-0 A WO: NEH4F WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind loadl ..TC... FORCE ... CSI 1- 2 0 0.32 2- 3 -3809 0.53 3- 4 -3809 0.64 4- 5 -4966 0.50 5- 6 -4966 0.80 6- 7 -4966 0.49 7- 8 -3808 0.68 8- 9 -3808 0.51 9-10 -3808 0.53 10-11 0 0.32 30.00" -j IYP' r 2 3 4 2X4 4X10 1.5X3 'IVA �aaaa�aaaaaa� 1 ..BC ... FORCE ... CSI 19-18 2271 0.65 18-17 2271 0.46 17-16 4692 0.89 16-15 4966 0.91 15-14 4693 0.87 14-13 2269 0.45 13-12 2269 0.65 10-8-0 -D{ 1 I t eVI TI: F2 QTY:15 ' __--------====Joint Locations===..=====_____ 1) 0- 0- 0 8) is- 1- 8 15) 11- 8-12 2) 2- 9- 0 9) 15- 9- 8 16) 9- 7- 4 3) 5- 3-12 10) 18- 4- 4 17) 5- 3-12 4) 7-10- 8 11) 21- 1- 4 1.8) 4- 7-12 5) 9- 7- 4 12) 21- 1- 4 19) 0- 0- 0 6) 11- 8-12 13) 16- 5- 8 7) 13- 2-12 14) 15- 9- 8 -MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1160 0 0 BOT PIN 20-11- 8 1160 0 0 BOT H-ROLL I(I6 7 8 9 I 2-0-0 1.5X3 3X10 LTI M 21-1-4 19 1161N 8.00" 18 17 16 15 14 l3 1. l2 1161H 3.50" r 21-1-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.3175 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: O: NEH4F Maronda Systems )0 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: F2 CONTRACTOR. Dsgnr: TLY ICU: Date: 3-04-02 4005 MARONDA WAY BRACING WARNING: TIC Live 40.0 psf DurFae - Lbr: 1.00 snNroar, FL 32771 Bracing shown an this drawing is not erection bracing. wind bracing. portal bracing orstmlhr bracing which is apart of the budding design and which must be consirl-rd by the building drlg¢r. TICDead 10.0 psr DurFae - Pit: 1.00 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. Dracing shown Is for lateral suppnn of truss members only to reduce bucking length Provisions must be made to anchor lateral bracblg at ends and specified locations determined by the building designer. BC Live 0.0 psf O.C. Spacing: 24.0" LICENSE #0050068 Additional bracing of the a,e,aD structure may be required. Ise. HIB-91 of TPn. (Russ Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison• Wisconsin 53719). BC Dead 5.0 psf Design Criteria: TPI 9 Code Dese: I5900REIENBROOK Cr.OvIEDO.fL32766 TOTAL 55.0 r Dotgn: Alnrrit Andlpri) 109 P,17N: C•1TEBLOAUOBSVVEH4F ru V:01.25.02- 7436- 1 JB: NEW HAVEN 4 AC: WO: NEH4F WE: TI: F3 9TY:2 DESIGN INFORMATION TOP CHORDS: 4x2 SP #2 2x6 continuous strongback. Attach to each --------------Joint Locations ......... =..... This design lsfor anindividual building 4x2 SP #1 D 1 ® truss with 3-10d nails. Splice stiffback 1) 0- 0- 0 10) 14- 7- 4 19) 11- 2-12 component and has been based on Information BOT CHORDS: 4x2 SP #1 D on truss vertical. 2) 1- 9- 8 11) 16- 0- 0 20) 10- 1- 4 provided by the client The designer disclaims 4x2 SP #2 D 1 All COMPRESSION Chords are assumed to be 3) 4- 3- 8 12) 17- 1- 4 21) 8-10-12 any responsibility for damages as a result of WEBS- 4x2 SP #3 continuously braced unless noted otherwise. 4) 6- 9- 8 13) 19- 7- 4 22) 8- 3- 8 faultcations and/or designs fumished to the truss designer and/ orincasfunrishedinformation. thetrulsdesign 2-4x2 SP #3 1,21 Partial Double Chord to be same size and 5) 8- 5- 4 14) 21- 1- 4 23) 5- 6- 8 by the client and the cortectness or accuracy MAX LIVE LOAD DEFLECTION: grade as chord to which it is attached. 6) 8-10-12 15) 21- 1- 4 24) 4- 0- 0 of this Information as it may relate to spe- L/485 at JOINT #20 7) 10- 1- 4 16) 18- 4- 4 25) 3- 0- 8 clflc project and accepts no responsibility or L=-0.50" D=-0.19" T--0.69" ..TC... FORCE... CSI ..BC... FORCE... CSI 8) 11- 2-12 17) 15-10- 4 26) 0- 0- 0 exerclsesnocontrol with regard tofabrics- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 0 0.13 26-25 1905 0.46 9) 12- 1- 4 18) 13- 4- 4 tlon. handling, shipment and Installation of trusses. This truss has been designed as an T= 0.12" 2- 3 -3048 0.28 25-24 9156 0.95 Individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4988 0.65 24-23 4156 0.77 ------------ TOTAL DESIGN LOADS------------ ANSI/TPI I-1995and NDS-97tobeIncorporated T- 0.08" 4- 5 -6558 0.53 23-22 5808 0.53 Uniform PLF From PLF To as pan of the building design by a Building 5- 6 -6592 0.54 22-21 6592 0.64 TC Vert L+D -100 0- 0- 0 -100 21- 1- 4 Designer (registered architect or professional RMB - 1.15 6- 7 -6496 0.77 21-20 6592 0.69 BC Vert L+D -10 0- 0- 0 -10 21- 1- 4 engineer). d When reviewed sign approval bythe7- building designer, the design landings shown 8 -6496 0.62 20-19 6496 0.68 Concentrated LBS Location nnusl be checked to be sure that the data shown 8- 9 -6496 0.65 19-18 6225 0.60 BC Vert L+D -217 8- 5- 4 are In agreement with the local building codes. 9-10 -5719 0.89 18-17 5222 0.98 BC Vert L+D -217 8-10-12 Local climatic records for win or snow loads. 10-11 -4456 0.43 17-16 3659 0.67 ----MAX. REACTIONS PER BEARING LOCATION----- Projectspecifications orspecial applied leads. 11-12 -4456 0.59 16-15 1511 0.30 X-Los Vert Horiz Uplift Y-Loc Type Unless shown, truss has not been designed for storage or occupancy leads. The design assumes 12-13 -2599 0.35 0- 3- 4 1418 0 0 BOT PIN compresslon chords (top or bottom) are contlnn. 13-14 0 0.18 21- 0- 4 1337 0 0 BOT H-ROLL ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by o property applied rigid celling, they should be braced nt n ra.,, ,n n spacing of 10'-0- o c Connector Plales shall be mmnufactured (mill 20 gauge hot dipped galvanized steel I -Ling ASfM A 053. Collie 40. unless otherwise shown. FABRICATION NOTES Ptlor to fn)rlcallon, the fabricator shall review Ills drawing to wenfy Thal (his dr-Ing Is In ronfomnance with the fabrirnlor's plans and to rrnllzc o continuing responslhlllly for such ven- Mention Ally dbcrelnneles are to be put In writing before culling or fabrication Pnnlat" shall not he Inalled ever knolhetles. kls or dlslst .,led gmin. Member +hal) be cut lot light, filling wood to wand bearing Con- nrrlor plates shall be located on both Inca of the truss with nalls fully Imbedded and shall be svur aboid the Joint unless otherwise shown. A 5s•1 Plate Is 5- wide x 4- long, A 6v8 pile Ls 6' wide x 8' long. Slots (hoses) rim p eallel to lite plate length specified. Double ruts on web members shall meet at the eentroid of the webs unless of hervise shown. Connector plate 31zes me mini 1 slz" based on the forces shown mid mnv need to be increased for mttaln hand. ling and/or erection stresses. T1nb truss Ls not In he fnbricated with fire relnrdanl treated lumber unless otherwise shown For additional Inlnnnallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All braeing and erection reoommrndalfons are to be followed In accordance with -Handling hrslnlling A Braelnl(• HIB-91. Trusses are to be handled with particular care during bonding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall he designed and Installed by other Careful hand. ing is essential and erection bracing is always required. Nom,al precautionary action for trusses nequlres such temporary bracing during bstalla lion between Isto avoid lopping land donlhroing. The supl,,1,l.n of ereclbn of (ruses shall be under the control of Persons cw peHenced in the Installation of I -es. Pmfesslonal advice shall be sought it needed. Crnniemeatlon of constretwit Inds greater Ihnn the deslgn loads shall not be nppiled to truss" nt ally time. No loads other than the wrfghl of the erectors shall be applied to I roves mall after rill fastening an d hrmcing Ia r-,Plrled 1-4-0 3typ. typ. 21-1-4 1 2 3 4 5 6 7�_'lI 8 9 10 11 12 13 14 I 10-8-0 1 1-0-0 3X4 3X4 2X4 4X8 4X6 3X4 1.5X3 1.5X3 1.5X3 3X4 W=3X44X6 4X6 2X4 4X8 4X6 W=3X4 5X6 3X6 5X6 5X6 5X6 4X6 4X6 4X6 N=2X4 5X6 Pm 21-1-0 Ilk 26 A24 23 22 21 20 19 18 17 16 15 1418# 6.50" 1337# 21-1-4 m7a EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANS /TPI 1-1995 scall=. 2.00" 0.3175 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NEH4F Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F3 y steMS CONTRACTOR. BRACING WARNING: Dsgitr: TLv Clik: Date: 5-09-03 TC Live 40.0 psf DurFac - Lbr: 1.00 4005 MARON DA WAY Bracing shown on this drawing is not erecllon bracing, wind bracing. portal bracing or similar bracing TC Dead 10.0 psf DurFae - PIt: 1.00 SA N FORD, FL 32771 which is a pin of the building design and which must be considered by the budding designer. 8mchng shown b for lateral support of truss to buckling kn h. BC Live 0.0 p$f n O.C. Spacing: 24.0 (407) 321-WG4 Fax (407) 321-3913 member out reduce Provlalors must be PP" b' g g made to anchor lateral bracing at ends and specified lotallons determined by the building designer. BC Dead 5 Design Criteria: TPI TOMAS PONCE P.E. Addlt onal bracing of the overall structure may be required. (See HIB-91 of TPPII. Plate .0 psf p Code Dese: LICENSE #0050068 (Truss Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191 IOW VANNESSA DROVIFDO.FL327GO TOTAL 55.0 psf VoM05,02- 22504- 5 Design. Maim Andfv3it JOR PATH. r•ITFF.f OVIHOMFNV DESIGN INFORMATION Tills 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 fnulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the coneclness or accuracy of this Information as; It may relate to a spe. cific project and accepts no responstbtlily or exenaes no control with regard to fabrlca. Ilan. handling, shipment and Installation of flu ... 1. This truss has been deslgrned as an hid1Vldtia] bulldtng component In accordance with ANSI/TPI 1-1995 and NOS-97 to be brcarpa-led as part of Um bullding design by a Building Designer beglslered architect or prof-lonal engmeerl. When reviewed for approval by the building designer. the design londlirp shown uoisl be checked to be sure that the data shown ate fit agreement with the bat building erodes. bent climatic records for Wild or snow loads. pr t)ect specifications or special applied Inds Unless showil, truss has not Inert designed for storage or occupancy loads. The design assumes compresslon chords (top or boiloml are contbm- ously bniced by sheathing unless otherwise Specified Where bottom chords In tension are nor Mly braced laterally by a properly applied dgld eelling, they should be braced rot a nmxlmutn spaeingaf 10'-Cr o.e. Connector plates %hull be manufactured from 20 gauge hot dipped PlalvanUed steel meeting ASTAI A 653. 17mde 40. unless otherwise sIt-. FABRICATION NOTES Iil i drawln9 to verify hlor to fahrin Uon, the lubricator shall review a(lint lilts drawmg Is In onfonnance with the labrleamrs plans and to 'entire n conllnning resp-lbWly for such verl- fl . 11on. Any discrepancies are to he pill In as It Ing before culthig of fabrication Irinles shell not bell'msulled over knotholes. knots or dlsloiled am. Members %hail be cut Inn light littlug wood 1" wood bemmg Can- nrclor plates shall he located on built faces of the tars with nails fully Imbedded and shall In .sym. alraul the joint unless otherwise shown A 5x4 plate Is S" wide x 4' long A 6x6 plate is 6- %vIde x S' long Slots lholesl run Parallel to t plate length specified. Double cub on web rnrmbers shall meet at lire centrold of the webs unless otherwise showil. Connector plate sires are ndnhnom sires based on the fare" sh--n and may need to be Increased for certain hand. Ilog and/or erection stresses. This truss t% not to be labilcaled with file retardant treated tune- itnless otherwise shown For additional blfonnatlon on Quality Cotdrol refer to ANSIrt Pi I.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Ilandling InW.11ing A Braun('. III13-91. Truss" ore to In handled with particular are duilog handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing far boldbll I-ses in a ■lralghl and plumb pm - titan and for restsling lateral forces shall be deslgned and bnsbikd by others. Careful hand. Wig is essential and ererllon bracing is always tegnlred. Normal precautionary, action for trusses requtres such temporary bracing during ""Inflation between Inisses to avoid toppling anti dom'"otng. The supervision a(eicetwo of trusses shall be under the control of persons c pedamed W the installation of tides. Professlonal advice shag be sought if needed Caneenlmtlon of construction loads greater than the design loads shall not he applied to Iruas- of tiny line No loads other than the wclgld of the .recto. shot] be applied to lases until after cog fnatenbnt and bracing is completed. JB: NEW HAVEN 4 AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,14 MAX LIVE LOAD DEFLECTION: L/560 at JOINT #16 L--0.43" D=-0.16" T=-0.59" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tee 0.10" MAX HORIZOITAL LIVE LOAD DEFLECTION, T= 0.07" RMB a 1.15 30.00" ' 2 3 2X4 4X10 1.5X3 1-4-0 -L E= E W=3X4 4X8 119 18 1161N 6.50" 3X10 WO: NEH4F WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load) ..TC... FORCE ... CSI 1- 2 0 0.32 2- 3 -3808 0.54 3- 4 -3808 0.64 4- 5 -4966 0.50 5- 6 -4966 0.80 6- 7 -4966 0.49 7- 8 -3808 0.68 8- 9 -3808 0.62 9-10 -3808 0.53 10-11 0 0.32 ..BC...FORCE...CSI 19-18 2271 0.62 18-17 2271 0.49 17-16 4692 0.89 16-15 4966 0.91 15-14 4693 0.87 14-13 2270 0.45 13-12 2270 0.65 21-J A 5 6 7 10-8-0 2-0-0 3X4 1.SX3 :Sf 3X4 16 r' 21-1-4 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 IaaO OREENBROON CT OVIEDO FL327E6 Desna. Afmrit Anah•7is TI: F4 QTY:2 = --= -- - -===Joint Locations=====_ ....== 1)0�0- 0 8) 14-10- 0 15) 11- 8-12 2) 2- 9- 0 9) 15- 9- 8 16) 9- 7- 4 3) 5- 3-12 10) 18- 4- 4 17) 5- 3-12 4) 7-10- 8 11) 21- 1- 4 18) 1- 2- 8 5) 9- 7- 4 12) 21- 1- 4 19) 0- 0- 0 6) 11- 8-12 13) 16- 2- 0 7) 13- 2-12 14) 15- 9- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 4 1160 0 0 BOT PIN 20-10- 0 1160 0 0 BOT H-ROLL 1.5X3 1.5X3 3X4 W=3X4 3X4 W=3X4 3X10 15 YYHKIVIIV(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind braetng. portal bracing or slmltsr bracing which b a part of the budding design and which must be considered by the building designer Bracing shown ts for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speetfled locations determined by the budding d"Igner. Additional bmcing of the en-11 structure may be required. (See Ii1B-91 of TPI). (Truss Plate Institute. TPI, Is located at 583 D'Onofno Drive, Madison. Wtsconstn 53719). JOB PATH: C:l1'FF--LOX1JO8.MFI14F 10 I'll 4X10 2X4 TSJ -4-0 4X8 1413 12 1161N 6.50" scale = 0.3175 Eiig. Job: 4F DWg: Truss ID: F4 Dsgnr: TLY Cbk: Date: 3-04-02 T'C Live 40.0 psr DurFac - Or. 1.00 TC Dead 10.0 psr DurFac - Pit: 1.00 HC Live 0.o psr O.C. Spacing: 24.0" BC Dead S. psr Design Criteria: TPI Code Desc: TOTAL 55.0 psf V111 95119- 7Azn_ 1 I _] JB: NEW HAVEN 4 AC: WO: NEH4F WE: Tit F6 ATY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information pwvlded by the client. The designer disclaim any responslblllly for damages as a result of foully or tncorrecl Information. specifications and/or designs furnished to the I— designer by the client and the correctness or accuracy of this Infonnatlon as It may relate to a spe- cific project and accepts no responsibility or -erelses no control with regard to f.brim- llon. handling. shipment and Installation of trusses. This truss has been designed as an aid Nldual 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 emgineed. When reviewed for approval by the building designer. the design loadings shown unust be checked to be sure that the data shown are In ngl cement with the local budding codes. bcol chrnallc records for wild or snow kinds. Project specifications orspeelal applied loads Unless shown. truss tins not been designed for storage or occupancy loads. The design assumes compresslon chords (lop or bottom) are cinllnu- ously bmeed by sheathing unless otherwise specified Where bottom chords In lemlan are not fully braced laterally by a properly applied rigid ectling. they should be braced at n maximum spacing of 10•-0' o e. Connector plates shall be namdactured from 20 Frauge lint dipped galvnntzed steel meeting ASfM A 653. Cade •10. unless otherwise shown. FABRICATION NOTES Prior to labrtcallon. the fabricator shall review lln 5 dmwing to verify that this dmwing Is In confomnmee with the fabricnlor's plans and 10 mallze a conllnutng responsibility for such verl- flcallon Any discrepancies are to be put In willing before culling or fabrication. Pbdes slrall not be Installed over knothole. knots of dtslorled grain. Menders shall he rid for light filling wood to wood hearing. Con. neetor pates shall be located on both fans of ll¢ Imss with malls fully imbedded and slrall be syro about the John unless otherwise shown A 5x4 p4 le Is 5- wide x 4' long. A 6x8 plate Is 6' wide x 8' long Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the cenlmld of the webs wdess otherwise shown. Connector pule sizes ate minlmunn sizes bused on the forces shown and env need to be increased for certain hand- ling and/or erection stresses. Thls truss I, not la be fabricated with Ilre retardant treated lumber unless otherwise shown. For additional Infnmallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recomaendatlons are to be followed In accordance ulth'llandllng Iralnlling A smetng'. HIB-91 Trusses nre to be handled with particular care during banding and bundling. delivery and Installation to avoid damage Temporary and penonnent bracing for holding trusses In n st.:Ahl and plumb pos- Itlom and for resisting L•tleraforce shall be designed and Inrintled by others. Careful hand. ling Is essentWl and erection bracing is aMaps requbed. Normal precautionary action for iwses requires such temporary bracing during In+tnlbllon between lasses to avoid toppling "rid dominotng The supervision of erecllon of lasso shall be under the control of persons -perienred In the 1-tilllallan a .—M. Professional advice shall be sought If needed Concentration of construction bads greater Ilan the design Imds shall not be applied 10 lasses at any line. No Imds other than the wrlght of tine erectors stall be applied to lmsfes un18 allci nil f.ulemiig uml b.—Ioll Is complel ed. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,8 MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.01" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 1-4-0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ..TC... FORCE ... CSI 1- 2 0 0.11 2- 3 -791 0.13 3- 4 -791 0.17 4- 5 -527 0.17 5- 6 -527 0.24 ..BC ... FORCE ... CSI 11-10 493 0.17 10- 9 791 0.20 9- 8 791 0.20 8- 7 0 0.01 ____=====o===Joint Locations==e=====_.... __ 1) 0- 0- 0 5) 6-11- 0 9) 5- 4-12 2) 1- 7- 2 6) 8- 6- 0 10) 3- 3- 4 3) 3- 3- 4 7) 8- 6- 0 11) 0- 0- 0 4) 5- 4-12 8) 6-11- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 8- 8- 4 495 0 0 TOP H-ROLL 0- 3- 4 472 0 0 BOT PIN 8-10-0 1 2 3 4 5 6 44-0 —ol —� 2-0-0 — 2X4 3X4 1.5X3 3X4 1.5X3 4X6 N� �I T 1 3X6 3X4 1.5X3 4X8 1.5X3 III 473a 6.50" 8-6-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Cbk: BRACING WARNING: TIC Live 40.0 psf 4005 MARON DA WAY Bracing shown an this dmwing Is not erection bracing. wind bracing. portal bracing or stmllnr bracing TIC Dead 10.0 psf SANFORD, FI. 32771 which is a pan of the building deslgnl cold which must be considered by the bu0dlog designer. Bracing B� Li nn (4U7) 321-W64 Fax (407) 321-3913 show. is Inn L.1-1 -pi-inn nn of Iro—hers only to reduce buckling length. Provisions 9sions must be . p Sf TOMAS PONCE P.E. made to anchor lateral bract" at ends and specified locations determined by the buUding designer. Additional bracing of the overall structure. structure may be req"tred. [See HID-91 of TPI) BC Dead 50 p Sr LICENSE #0050068 ffruss Plate Institute. TPI. is located nt 583 D•Onofrlo Drtve. Madison. WLsmnsln 53719) I twig VANNFSSA DROVIEDO.F1_32766 TOTAL 55.0 psr 496# 3.50" (RO-4-0) scale = 0.7585 Truss ID: F6 Date: 5-09-03 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afasifl Anah•sis JOB PATH: CATEEJ,OXVOBSICUMEtl ura m as— J I JB: NEW HAVEN 4 AC: WO: NEH4F WE: TI: F7 9TY:1 DESIGN INFORMATION This design Is for an Indlvldunl building component and has been based on Infornmllon provided by the client The deslgner dlsclalms any responsibility for damages as a result of faulty or Incorrect Infommllon. specifications and/or desipu furnished to the truss designer by the client and the correctness or accuracy of this Infomanllon as it mny relate to a spe- cific project and accepts no responsibility or exercises no control with rep rd to fnbrico- lion, hondhng. shipment and Installation of trusses. This (fuss has been designed as an Individual building component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as port of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design landings shown nnusl be checked to be sure lhnl the data shown are in agreement wllh the local building codes. loco) cllnnatic records for wind or snow loads. project specification or special applied lands. Unless sholl truss has not been designed for storage or occupancy loads The design assunnes compression chords (lop or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid celling, they should be braced at a maximum spacing of 10'-0- o c. Connector plates shnll be manufactured from 20 puge hot dipprd gn Nnnized steel meeting ASTM A 653. Grade 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication. file fabricator shall revlrw lints drawing to verify that fills dnwlnlg Is In confonnnnce with the fabrlcalors plans and to realize a continuing responsibility for such veri- flcallon. Any dlscrepnncies are to be pill In writing before culling or fabrinllon. Pinto shall not be Inslnlled over knotholes. knots or distorted grain. Members shall be cut for tight ❑fling wood to wood bearing Con- nector piles s1'o11 be located on bah faces of the loss wllh units fully Imbedded and shall he syln. about thejolnl unless otherwise shown. A 514 pL to Is 5- wide x 4- long. A 6x8 plate 1, 6' wide x 8- long Slots tholes) ram p•ira11c1 In the pL le Ienglh sporifled. Double cuts on web n mndxn shnll meet of the cenlroid of the webs unless of hcrwlse sbowan. Conn-lor plole sizes nre mmhnum sizes hnscd on the forces shown rand rimy need to be Incren—I for certain hand- hnitrand/or e,e,tlo,, sinuses Thh truss is nest la be inbrImted wuh nre relardnnl treated lumber unless otherwise shown. For addltlnnnl tnlomanllon of Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All hmclitg and erection i ecolummndallons are to be followed In accordance with -I landling Inamlling & Bnchng'. IIIB-91 Tusses are Io be handled wllh particular care during banding and bundling. delivery and bnslnllalion to avoid danmge. Tempornryand pennnnenl bmabng inn halding trusses in a stralght and plumb pos- Illan and for resisting lateral forces shall be designed and hulallcd by others. Careful hand. ling is essentL I and erecllon bracing Is allays required. Nomtal precautionary action for 2s3es requires such lemporary bracing during lnllallon between losses to scold toppling rand donibioliq The supervision of erccllon of trusses shall be under the control of persons experienced in the Installation of trusses. Profess I —ill ndtgre shall be sought If needed. Concentration of construction loads greater (ban the design loads shnll not be applied to lrusse- of anv lane. No lands other than the weight of the erectors shall be npplled to hisses uutd rifler all fastening and bracing 15 camldeted. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 2,4 BEAR. BLR: 2-4x2 SP #3 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.00 1-2-8 Analysis based on Simplified Analog model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY truss designed to carry 81 6" span framed to TC one face 21 Oil span split -framed to opposite face .TC... FORCE ... CSI ..BC...FORCE..CSI 1- 2 -464 0.38 6- 5 77 6.14 2- 3 -464 0.38 5- 4 77 0.14 =___=____=====Joint Locations= ....... =... ___ 1) 0- 0- 0 3) 3- 3- 0 5) 1- 7- 8 2) 1- 7- 8 4) 3- 3- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -275 0- 0- 0 -275 3- 3- 0 BC Vert L+D -5 0- 0- 0 -5 3- 3- 0 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 8 455 0 0 TOP PIN 3- 7- 8 455 0 0 TOP H-ROLL 3-9-0 Ilk 1 2 3 6X8 1.5X3 6YR 3X43X4 4X8 3X43X4 0-3-0 3 — 0-3-0 Ik 3-3-0 6 5 4 456# 3.00" 456W 3.00" ` 0-3-0 0-3-0 Id �a 3-3-0 (RO-3-0) (R0-3-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1.1995 scale = (Maronda Systems 4005 MARONDA WAY SANI-ORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.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 pan of the building design and which must be considered by the building designer Brnring shown Is for lateral support of truss members only to reduce buck)Ing length. Prtwtslnn mewl Ire made to anchor lateral bmring at ends and specified locations detemnlned by the building designer. Additional bracing of the ovemll structure nary be required. (See It1B-91 of TPII. rrruss Plate Institute. TPI. is loaned at 583 D'Onofrio Drive. Madison. Wisconsin 53719) 1-2.8 1.7379 Eng. Job: WO: NEH4F Dlvg: Truss ID: F7 Dsgilr: TLY Cltk: Date: 5-09-03 TC Live 40.0 psf DurFac - Lbr: 1.00 TC Dead 10.0 psf DurFac - Pit: 1.00 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 5.0 psr Design Criteria: TPI Code Desc: TOTAL 55.0 psf V:09.05.02- 22491- 4 urirarl: arrant Ao0g3lJ JUH VAllf: LJILL-LUMHUMt/JIN MAY-06-2004:11:03 FROM:NISUS CORPORATION 865+577+5825 TO:4072653751 P.002/003 i.,e'*-a�i4 "'op National Evaluation Service; Inca 5203 Leesburg PNte,. Sulte4300, Folla.Church, Virginia 22041-3401 Phone: 7031931-2107 Fax 7031931-41505 wsbatte: www.natevel.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyrfght 0 2001, National Evaluation Service; Ire. Iseued October 1, 2001 8OPJk,CARE4D TERMITICIDE, INSECTICIDE AND The Instructions wtthlrrthis report govern ff there are any conflicts FUNGICIDE between the manufacturers published Installation Instructions and this report NISUS CORPORATION 100 NISUS DRIVE ROCKFORD, TENNESSEE 37e33 e00-2".8870 . f11gM ntsuseorlo. m www.nlsmgcorp.com 1.0 SUBJECT SORA-CAREm TermRlclde, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BOPA-CARE Termiticlds Is used to provide protection against subterranean termites. SORA-CARE Is a Federal EPA reglstered Termtticlde that Is applied to wood 'surfaces by spraying, brushing, 'and injections and prevents Infestation of subterranean termites.• 60RA-CARE kilts the termites through Ingestion. The active ingredient In BORA CARE Is Dlsodlum Octoborste Tetrehydrate (DOT), which is a mixture of borax and boric acid. SORA•CARE utilizes a patented formulation of this mineral salt (DOT) and glycols to penetrate'end protect the wood. When BORA-CARE Is applied to bare wood. It penetrates the wood and deposits DOT. Diffusion of BORA-CARE Into the wood continues after application until there. Is uniform distribution of the active ingredient In tho wood member_ BORA-CARE Is water soluble, When.tesh wood with no sealants Is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, tie wood member Is Pw mltted to be cut after treatment Is complete. 4.0 INSTALLATION 4.1 General 6ORA{ARE Termiticlde Is Installed In accordance with the manufacturer's published Installation Instructions and this report. Applicators of BORA-CARE shall be trained by the Nisua Corporation and shell be licensed pest control operators. The manufacturer's published installation instructions and this report shell be strictly adhered to and a copy of these instructions shall be available at all times on the Job site during Installation. 4.2 Application BORA-OARE Is a coneentrate'that must be'dtluted with water before use. The dilution rate Is one pert water to one pert BORA- CARE for all pretreatment applications. - Pit it 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. 80RA-CARE Is applied by spraying, brushing, and Injedlon. BORA-CARE is not a restricted category pestlelde, but shall be appliedby a professional pest control operator In accordance with 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 subterreneen termites. Pretreatment for subterranean termite protection consists of treating a two' foot bend of wood around the perimeter of a structure containing a trawl space or basement when the wood comes Into contact with the foundation walls or support piers. This treatment Includes the Joists, headem, sills and subttooring areas. Pretreatment of a slab on grade structure consists of treatment of the 'sill plate and two feet up on the well studs and wood sheathing. On wood where acceae Is limited to one or two sides of wood martbers.such as allls and plates on foundation walls, apply two crests 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 ell 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, -end plumbing. 4.3 Protection from Water Since SORA-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. lh/s report It limited to the specific product and data and rear trporrr rwbrrJncd by rhr llcanr /n Itsapplfcarron regwrsrina this report. No independent resrr wrre perfornwd by the Natfonol Evaluation SeMet, foe. (NES). and appS sp!rlfically does nnv mate any warranvy, either upresred or irr�h d, as to ony findtnr or orhet rnorter it thls report or as to ony product covered by this report. 7h/s disclaimer includes, bat it rear litnited to, nwrchantobltl y. 17,1r report Is also ra 4ject to the 11mttadon listed herein. . _MAY-06-2004 11:03 FROM:NISUS CORPORATION 865+577+5825 T0:4072653751 P.003/003 ' t• .. ,1 �.�,f,r ill.',:.:• kSJ , 5.0• IDENTIFICATION 7:1 Thls- Evaluation .Report and •the manufacturers�r;:- ; published installation Instructons, when raq4iia9 iiy'the Each contalner of SORA-CARED Termiticide, insecticide and code aRlefal, shall be submitted at the time of perrinit �•''"•' Fungicide covered by this report shell be labeled with the application. � • ' manufacturer's name/and or trademark and this National T.2 90RA=CARE shall be-applled by applicator$ ttelned by Evaluation Service evaivatiwl ;c;o.: ,:. -.`_ ::. "'S^•-' 7 inr geld ti)v 1J1sus Corporation and shall be licensed pest control Identlficatlon. operators. 6.0 EVIDENCE SUBMITTED 7.3 BQRA-CARE shall be installed In accordance with the 6.1 Manufacturer's descriptive literature, specifications, and manufactures published installation Instruetlons- and this report Installation Instructions. 6.2 Test report, leb"test of 9ORA-CARE treated wood.snii 7.4 In areas where a soil treatmentPoanier termiticide -treatment Is required by the -applicable code or local. untreated wood exposed -to -subterranean. termites. code official, •BORA-CARE Is applied only as a, Formosan Subterranean Termite and Eastern •supplamental pretreatment and Is not a replacement for Subterranean Termlte, FL Lauderdale Research b required treatments or.barrlers. Education Center..Universiry of Florida, Document No. IRG/WP/1504,. Apol 2, 1991, by Nan•Yeo and Rudolf T.S BORN► -CARE .rvae evaluated only for raelatance to 6eheffrahn. subterranean termites. e13 Test. report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA-CARE is water soluble and shall be protected art Subterranean Termite, Ft. 'Lauderdale Research 8 noted In Section 4.3 above. Education Center, IFAS, University of -Florida,. May, 1993, Masahiko Tokoro and Nan-Yao Su. -7.7 90RA-CARE has not been evaluated as a treatment (or resistance to termites on LVL products. 6.4 Teat report, January 1997 Progress Report, 57 months exposure, field evaluation of SORA-CARE treated wood 7.a This -report -is -subject -to re-examination on. a periodic basis.on the current status of this the subterranean termite feeding and tubing near -For.lnformetlon Report, NES Product Gulfport, Mlsslssippl, comparison - of treated and Evaluation consult the Evaluation untreated wood'noor joist, Mississippi State Unlversity Usting or contact the NES. Forest Products Laboratory.. Terry Amburgey. . E,S Test report, January 1998 Progress Report, 73 months exposure, field evaluation of SORA-CARE treated wood the sublarraneen termite feeding and tubing new - Gulfport. - Mississippi, • comparison • of • treated - sad untreated wood. Moor joist, Mississippi State University Forest Products Laboratory, Terry L Amburgey. 8.6 Test report, January 2001 Progress Report, 110 months exposure, fold evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing -new. 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 SORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi Smote University Forest Products Laboratory; Dr. Terry L. Amburpey and MS: SY. Parlkh. 7,0 CONDITIONS OF USE The National Evaluation Service Committee rinds that the SORA- CAREtO Termltldds, Insecticide and Fungicide described in this report.complles with or is a suitable alternate to that specified in the 2000 International Building Coder *71h 200f Supplemerlf, the 2000 international Residenl/al Codom with 2007 Supplement,- the BOCA Nal/onal Budding Code/f999, the 1999 Slandaro 80ding. Coder, - the 7997 Uniform Building Code^', . end .the .1998 international One. and•TWo- Family Dwelling Code subject to the following condilions: Permit # : d 1/.-- Job Address:, 3 [;L CITY OF SANFORD PERMIT APPLICATION Date: JUL — 8 2004 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement_ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel M (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: DANIEL G. PUGLISI 4005 MARONDA WAY SANFORD. FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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. JUL - 7DANIEL JUL - 8 2004 w Signature of gent Date i ature ontractor/Agent Date Russell Keith Summers G. PUGLISI Print Owner/Agent's Name Print Contractor/Agent's Name JUL Signature of Notary -State o orida Date ............................................{ LAURIE PELLEGRINO .a,.,., Comma OD0232804 n® s"` ' Exams 7AW007 - Sond d tTN (800)432-4254S t Of Fk" 1`40tary Assn— ;^�.i OwA M tVd(M -}t- y ersonall Known to Me or _ Produced ID - 8 200 JUL - 8 '2004 Signature of Notary -State of rida Date LAURIE .PELLEGRINO• Y„ Cprams 0=328M SP Bonded dvu (t100)432-4254 �Sy^ aN +c Flodde Notary 5W-'nCA 0o61dttAY1;4gen1is _ �1s` ' Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg:.(f 9 4 0-/ Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Permit # : O / Job Address: CITY OF SANFORD PERMIT APPLICATION Date: 1111 — 8 2004 Description of Work: SINGLE FAMILY RESIDENCE I Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida I101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: GARY C'ARtv1ACK 4005 MARONDA WAY SANFORD. FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the prop:rtynature u rementsof Florida Lien Law, FS 713. -JUL- - 8 2004 JUL �- 8 2004 Signature of Owne ant Date of Cont.ctorlAgent Date Russell Keith Summers Print Owner/Agent's Name UL - 8 Signature of Notary -State of Fbada Date .............a ...................... LAUME PELLEGRINO Cw=O 0002328N Expuea 7/18R007 '�hj it Bonded thru (8W)432�254' a `� Florida Notary Assn. Inc Adt111geriiS's ��'X_�ersorially Known to Me or _ Produced ID APPLICATION APPROVED BY: Bldg "E L10c/ -Zoning' (initial & Date) Special Conditions: GARY CARMACK Print Contractor/Agent's Name 2004 L - 8 2004 Signature of Notary -State of Fl da Date �... ..... URI�PELGRIN0 . -"-- L.A. E LE y,uu Comm/ 0002328M ti ��',V mM Ev7n6/1007 = rz Bard W Oru (8W)4324254e ............................................ ..J Contractor/Agent is _X_ Personally Known to Me or Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) Permit #: 01/-4 �. Job Address: CITY OF SANFORD PERMIT APPLICATION _ t „ _ Date: JUL 19 2004 Description of Work: SINGLE FAMILY RESIDENCE t Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: l Flood Zone: X TEMA 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: W ILLIAM 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: 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. N TI : In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the properly of the requirements of Florida Lien Law, FS 713. UL J-9 2004 / _ JUL 19 2004 Signature f Ow Agent Date Signature of Contractor/Age Date Russell Keith Summers Print Owner/Agent's Name OUL 1 9 Signature of Notary -State oE+Iorida Date LAURIE PELLEGRINO Commtl DD0232804 P,g Expires 7/182007 i Bonded thru (80W)432-4254: qan fbrida Notary A-n., Incinn . i............................................ a Owner/Agent is _X— Personally Known to Me or _ Produced ID APPLICATION APPROVED BY: Bldg:ld R Lt(0 Zon (Initial & Date) Special Conditions: WILLIAM T. SELF Print Contractor/Agent's Name 2004� r UL 19 2004 c Signature of Notary -State VFlorida Date LAURIE PELLEGRINO ,'.t� Commit 000232804 e K`_ Expire? 7/1li<1007 's Bonded nx16 (800)4324254: Florida Notary Assn.. Inc i............................................ i Contractor/Agent is_X_ Personally Known to Me or _ Produced ID g: Utilities: FD: + (Initial & Date) (Initial & Date) (Initial & ate) aronda Homes L AN EASILY OBSERVABLE BETTER VALUE/ 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ® CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 7, 313 FAIRFIELD DRIVE at CELERY LAKES PHASE 2. 1<*"--7—� RUSSELL KE MMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 7TH day of JULY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARYPUBLIC............................................� LAURIE PELLEGRINO CornmN OD0232804 Expaes7/1612007 Bonded tN(SW)432u (800)432-025/: .. Florida NotaryAssn.. Inc i.............•..............................i fiend of Symbols and Abbreviations: Ireton: 5-resL eelrwrrviael.% zoo Boundary Line Brg. : Soaring Field :Field Measured P.C.P.: Permanent Control Point P.T. Point of Tangency -- : Centorline Cale. : Calculated Fnd. Found P.I. Point of Intersection R : Radius —_-- : Right-of-way Line C.B. : Concrete Block Govt.: Government P.L.S.: Professional Land Surveyor R.L.S.: Registered Land Surveyor ----- : Overhead Utility Line Ch. : Chord L.B. Licensed Business P.O.B.: Point of Beginning R/W Right-of-way - - - - - - - - : Easement line Conc.: Concrete O.R. : Official Records P.O.C.: Poind of Commencement Sec. Section A : Central Angle Const.: Construction Pav'l.: Pavement P.R.C.: Point of Reverse Curve SIT : Septic Tank ARC : Arc Length cis : Concrete Slab P.C. Point of Curve P.R.M.: Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation ` , P.C.C.: Point of Compound Curve P.S.I. : Point of Street Intersection W/ : With Boundary Survey F-A / /2 r/ C L D D Q l✓ E ( fo' 12IW ; z4- ASPHALT Z, ` CONC. LrfUTTECS Frio. P.h. MAIL e `, 1j• Q. P.K.n/A/L 77Ae 4Ls-z4g4 P.C.P. A-r P.C. P.C.P. SE'r n/AIL ' NaIL w 7-As C 5 24 Qd + 1 PL 3 CAP 3734P , „ PLAT E .O 3fdMED PL 9 CAP 57 to P-C. P; P. A-r C. /! Z� SOO' ZI 443E v e m BEAlaluy) �`— /ZS.58 PLAT i FieLl7 _J �+— SO.00PC'AT E t16LD �I �� 344.7Z PLAT [ 1:1eLD 4- W k ql J 0 0.58' 2E11030 in - W/ CAP Ls-z494 IN� Nq1 wICAP L5-Z4g4 Z� I 500 Z 1 43 .�P, -r F/E o) SO.00 PL.A V1. 1 7 -7�• - - SSATT I ICSE/LVrGB SfitcvrcE Box 13 o u 0-r I L. I "r Y /t/ 15, T EASEMEN 'Y^r •�-c • O W 4 p Q W �•.: W 171 1A JZ a Vl QX e( u Q Z UJ 'c to o N a_r b r 9 DZAIA144E --"Z 45A54r/•+65A17' �s ' SivE,s 1 F.vD. S/B "REiCov w/CAP Ls-z494 S CFENCE L/AIE\ I•CrWEST /] DES C,e / P-r 1 oiy - PFfIJ�• : N 5 — --- 5 O f r � ' W NEW NRVEN A � Q � H 3 -0.. I N to e o, (10 1 n FNO. S�b AE12oo O 15' w) Ca P zA4-g 4- 6FEAlcE G I/.IE 's - L/csT 50.00 PLAT E FIEL D 5Z>0 it 2r' Z3" W PLAT f CIE LD 4'BnutO Wore Fewce LJrIPLA'rTEO -Z_ Lo-T 7 j CELE2Y LAKE5 ) PHASE Z ; A CCO2 D /NCi To MAP /nl PLAT 3p0 }< Co S PU(5L)C 2EC0120S or SEMInIOLE CC7UnITy CERTIFIED TO: MAR O N A A Ni E �5 SMITH DRAFTING & SURVEYING, INC. 414•B. N. SPRING GARDEN AVE. DELAND, FL 32720 DELTONA, FL (386)734.7047 (386)789.2855 DRAWN BY: C, 130NVATA REVISIONS: CREW CHIEF: M.O. 01wrNr6G SCALE: r" = Zo' DATE: c7a_A/E 29. 200¢- WON Co- -74-09 -04- PLANS REVIEWED A s �, CITY IOF S,�NFORD PAGES Z9 allo 30 ; F-L O 2 1 0 A. I hereby certify that this map depicts a survey performed under my supervi- sion• and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17-6, Florida Administrative Code• pursuant to Section 472.027, Florida Statute Staliley E.-Smith- Fkwide-Kegistered Land Surveyor Certificate Number 3736 . NOT VALID UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. . CE1111t1EU (:upt MARYANNE MORSE OLERX OF CIRCUIT GOURT BEMINOLEpNn. FLMDA 6eP1)T'/ FJUL 0 9 2004 NIX c Oo.4 �tnnA CD N AVM O W J d t; I �zt=nL(A7 C W 0 Z u000U, .1 = YJ iG-jz L Z W �0W gfoIn+a 0 a v II111111111111111111il III uui111ug111111111111111itIlit MARYANNE MORSE, CLERK DF CIRCUIT COURT SEMINOLE COUNTY BK 05377 FIG 0110 CLERK'S #1 2004107689 RECI)RDED 07/09/2004 1111411148 AN RECORDINr FEES 10.00 RECI)RDED BY L McKinley NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 7 313 FAIRFIELD DRIVE: Subdivision: CELERY LAKES PHASE 2 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACT R 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. Kamnf Title, 200 W. 111 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 KEIT S ERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6TH r Notary•c. day of JULY, 2004. .0........................................� LAORIE PELLEGRINO comms D00232804 EAPM 7/16/2007 . if® OW49d ftu (800)43242S11 wuw..� N............ Inc ...i CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 7 Subdivision: CELERY LAKES PH 2 Property Address: 313 FAIRFIELD DRIVE 0 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. El b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 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. D h. Square footage table showing footages: Garages/Carports 450 S.F. Porch (s)/ Entry(s) 7 S.F. Patio(s) S.F. Conditioned structure 1,884 S.F. Total (Gross Area) 2,341S.F. ❑O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. O 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. Wednesday, July 07, 2004 SIGNATURE: (By OwAer W uthorized Agent)