The URL can be used to link to this page

Home My WebLink About312 Fairfield Dr 04-2844 CO%PERMIT ADDRESS Fa:j I�Agw % (i f-� r CONTRACTOP ADDRESS Maronda Homes _ 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PHONE NUME PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE b d C7 SUBDIVISION Lk.4mom p PERMIT # d y" o� ��i y DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE 0� a �U I 0 d y City of Sanford Certificate of Occupancy This is to certify that the building located at 312 Fairfield Dr for which permit number 04-2844 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 04/20/05 Engineering: D. Richards 04/14/05 Public Works: J. Crumpton 04/14/05 Utilities: R. Blake 04/19/05 Fire Department: Zoning: Conditions (if blank, no conditions apply) Maronda Homes Q�a' yy-� 04/21 /05 Property Owner Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: Single Family Homes **** 04/13/05 04-2844 312 Fairfield Drive Maronda Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. �Enaineerin o ❑Fire _ ❑Public Works ❑Zoning 0Utilities ❑Licensing CONDITIONS: (TQ BE COMPLETED /O,NL1Y IF AP1PROVAL IS CONDITIONAL) � /0o c� M_t a 4-VL` A -� zA a Ala r t 9,A 'h� S-'Q. CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: Single Family Homes **** 04/13/05 0404_ 312 Fairfield Drive Maronda Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering OFire ❑ Utilities ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) DATE: PERMIT #: ADDRESS: CERTIFCATE OF OCCUPANCY = REQUEST FOR FINAL INSPECTION ; o n ; %A ' Single Family Homes **** 04/13/05 1 04-2844 v v ' 312 Fairfield Drive u� CONTRACTOR: Maronda o I u PHONE #: Jason 321-436-1020 I I I I I I IIIIII IIIIII IIIIII I I I I I I I I I I I I I I IIIIII I I I I I I I I I I � 1 c G o , I m 1 N N Cy C9 V V I I I 0- 4J W LA- The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering ❑Public Works tiliti s ❑ Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 4/14/05 14:47:43 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. S=View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 270935 312 FAIRFIELD DR Free -form information 3/4"RC METER SET FEE $190.00 PD 8-20-04 REC#7121 F2 Address F3=Exit FS=Special Notes F12=Cancel LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 4/14/05 14:47:34 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5=View detail Opt Description 269595 32.19.31.516-0000-0910 312 FAIRFIELD DR PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE 2 SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2844 PD 8-19-04 SEE REC#7121 3/4"WA METER SET FEE $190.00 PD 8-23-04 REC#7121 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel SMITH DRAFTING & SUR VR YINC, INC. 13.0. Box 4518 DeLand, FL 32721 (386) 734-7047 IJ&Aew 30 , 2005 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Ile: Lot 91 , Celery Lakes Phase 2; Plat Book 65, Pages 29 and 30; Public Records of Seminole County, Florida. aka: 312 iA�ieF/6LD �/Z/✓E ;Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constricted at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; �j RECEIVED 6 2005 Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 RECEIVED R 0 6 2005 RECEIVED APR 0 6 2005 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE -Im ortant: Read the Instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: OWNER'S NAME BUILDING STREET ADDRESS (Including Apt., Unit; Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I Company NAIC Number I 3/2 FA/.t2F/EL.J� O�t2/✓E CITY STATE ZIP CODE SAN�O?.O logi-OR Aoly PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Leal Description, etc.) Z07 9/ CEL�izY L!Ai�ES PNASeS G �iyTBoio� 65 �cs. Z9 s��/o 30� BUILDING USE (e.g., esidenlial, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) i✓GLE FAM/L y /ZES/�ENTiAL _ LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: Ll GPS (Type): ( ##° - ##' - ##.##- or ##.#####0) NAD 1927 LJ NAD 1983 LJ USGS Quad Map Other R,6W,0,P PLAT SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE G TY of Sq.✓ o /Z029 SEM/NOt� Covt/Ty �oti'/Of� B4. MAP AND PANEL 135. SUFFIX B6. FIRM INDEX B7. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER , , 1 DATE I EFFECTIVE/REVISED DATE ZONES) ) (Zone AO, use depth of flooding) /2//7CGt06S E Aw,/7, /955 �QP�7 L. //9yS " I► 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. 1-1 FIS Profile 1_1 FIRM 1-1 Community Determined IJ Other (Describe): eA 1311. Indicate the elevation datum used for the BFE in B9: la NGVD 1929 1J NAVD 1988 1J Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area qr Otherwise Protected Area (OPA)? 1_1 Yes JWNo Designation Date: eA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 1_1Construction Drawings' 1JBuilding Under Construction' ®Finished Construction -A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number _� (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show 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 N6c/O/929 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? 1_1 Yes 10ho 11 a) Top of bottom floor (including basement or enclosure) ❑ b) Top of next higher floor N�� . _ ft.(m) o ❑ c) Bottom of lowest horizontal structural member (V zones only) ^�fl _ ft.(m) 00 • d) Attached garage (top of slab) Z9 .8B N.(m) I g • e) Lowest elevation of machinery and/or equipment w d 3�3 servicing the building (Describe in a Comments area.)(VCGAY! 29.9._.L ft.(m) E 0 1) Lowest adjacent (finished) grade (LAG) 2 141.. 4 ft.(m) m . • g) Highest adjacent (finished) grade (HAG) Z 9 . fl (m) r , 7 3`0r Z ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade ev�g ❑ i) Total area of all permanent openings (flood vents) in C3.h �- sq. in. (sq. cm) Irl 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 S�A/�Y �W/Ty LICENSE NUMBER R,:5 e, 14 373a TITLE COMPANY NAME .2e5.5 06 T .S'!'1�Ti/S!/.e✓��FFEY��•Ya, ADDRESS �O CITYSTATE OELAAIZ> FLO.2/ofi 2137- SIGNATURE � DATE _ TELEPHONE FEMA Form 81-31, 3afri(rary 2003� See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from -Sectlon A. I For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I Policy Number CITY STATE ZIP COD Company NAIC Number - ��7�✓GO/IO .�zoexc0/4 �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 Check here if attachments SECTION E'- BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For -Zone AO and Zone A (without BFE), complete Items E1. through E5. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. - E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is 1_I_I h• (m) I_I_I in. (cm) 1_1 above or I. 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_I-1 ft. (m)1_I_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)1_I_I in. (cm)1_1above 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 REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sectionq A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -issued BFE) or zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME f ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS 1 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Then 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_I A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AU. G3. 1_1 The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED ` G7. This permit has been issued for: 1_1 New Construction 1_1 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: —ft. (m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _ ft. (m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I I Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit # : ;- DO N— 3- y N Date: ;'- / / G AI S Job Address: 3 t' ;), ,e,•e De- LO f Ott c e l e-r„ Description of Work: Se ,-a r .• 4 0. /V Historic District: Zoning: Value of Work: S .3400.00 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler la ✓ Pool "Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial _ Occupancy Type: Residential ✓ Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ) (Attach Proof of Ownership & Legal Description) Owners Name & Address: A 0, egg n e� eL �O �n e- S Jt �5- /GG llGr RL5-0 D /t %fig �On {SA • FL 3 7' i) 4 Phone: Contractor Name & Address: F r'n k r No op, a Se-c4n i. i 11 HO Se- m a ✓ r- r! O State License Number: F—F0000 9 )L- l Phone & Fax: $0 0 - 3.J- }- 5.9 7 8— yo b a g ac on Person: Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all 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 management dis ,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 FS 713. 44 i Signature of Owner/Agent Date Signature DateDo nf�or/Agent N A " Print Owner/Agent's Name Pri tractor/A ent's Name Cab( Ls� Signature of Notary -State of Florida Date Sigma e o otary-State of Florida ate Owner/Agent is _ Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Produced ID y� rTn APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: STATEMENT NUMBER 104-76409 ^' ' OF M»ACT FEE TATE ISSUED BY C11 00 1 FORD DATE BUJLDING PER Y) COUNTY NUMBER: UNIT ADDRESS: -�/�� ------- TRAFFIC ZONE: --- ��-��^��-�^�� ---- JURISDICT--�- -------------------------------- _-- 1ON: O6 CITY 0E-SANF[U�D � ----� SEC: TW - SUBDIVISION: PLAT OWNER NAME: "5-5. ADDRESS:~i|�^- APPLICANT��`��+�c�-��~��~��,mJ��-�/�L � ------ , . ADDRESS: --------------------_____________----------__________ 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 TYPE DIST SCHEDULE DESC. UNIT OF UNITS ------------------------- ------ROADS ------------------------------------------------ -ARTERIALS CO -WIDE O dwl unit $ 705.Oo 1 $ 705.00 ROADS ' -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142,00 LIBRARY CO -WIDE O dwl unit $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 AMOUNT DUE 1 $ 54.00 1 $ 1,384.0O $ 2,285.0O / STATEMENl" RECEIVED BY: Dce-J�� SIGNATURE �r��mSE PRINT NAME) / / //-- �--------------- w U DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THIAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR 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 APPEAL" MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. ^ PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE, ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION'WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION Permit #: oy --� Yy v Date: July 7. 2004 Job Address: 312 FAIRFIELD DRIVE LOT 91 CELERY LAKES PHASE 2 Description of Work: Single Family Residence Historic District: Zoning: Permit Type: Building _X_ Electrical Me Electrical: New Service — # of AMPS Additi Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets Met; Value of Work: $83,188.00 o _ Plumbing Fire Sprinkler/Alarm n/Alteration Change of Service Tem Replacement _ New (Duct Lay # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Pool porary Pole out & Energy Calc. Required) Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,288 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X TEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes. Inc. of F,iorida 955 Keller Rd. Ste. 1500 Altamonte SDrines. FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers K*tvrRdAto.L500.Altamonte S rim s FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact U a e ell ,'no Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce "" .•r+ Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 +' { I MrAV-11,'9 Fax: (407) 321-3913 P. Application is hereby made to obtain a permit to do the work•and installationsas:irtdje t IvIttw a o work I-ANKS, Ilation has commenced prior to the issuance of a permit and that all work will be performed to meet stall rds of all laws regulating construction in is jurisdiunderstand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATER and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713 7/7/2004_ Sign Lure Owner/Agent Date Russell Keith Summers Print Owner/Agent's Name 7/7/2004 Signature of Notary -State PFIorida Date ............................................ i LAURIE PELLEGRINO • E Comma OD0232804 �AlFerree '�j"(W . 7/18R007 BoFnbdre�detANroum(BryOO)3324254 Assn.. Inc Ownid�Agowi—_-JF•Me or Produced ID 7/7/2004 SignatContractor/Agent Date Russell Keith Summers Print Contractor/Agent's Name 7/7/2004 Signature of Notary -State of I I •da Date .......................................•...� LAURIE PELLEGRINO " I P" comma OD0232804 .9 E>pres 7/16/2007 y'h�?®r Bonded tl+N (800)432-4254 Florida Notary Assn.. Inc Con?M1ISr7Agfft§.... X... WRMNiiy )Mwn to Me or Produced ID APPLICATION APPROVED BY: Bld a _Zoning: Utilities: Special Conditions: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) !$ 5, LP q 0 . l.o 9 oy:d8"(,/y Permit #: Job Address: CITY OF SANFORD PERMIT APPLICATION i— I n 1 — t B 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 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: I # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: WILLIAM T. SELF 4005 MARONDA WAY SANFORD, FL State License Number: CFC057039 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone: (407) 659-37) 9 Bonding Company: Address: Mortgage Lender: Address: Archltect/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. N TI In addition te-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 1 9 2004 ,� JUL 19 2004 Signature Owr ent Date Signature of Contractor/Agen Date Russell Keith Summers Print Owner/Agent's Name -� L1 Signature of Notary -State of Flo ' a Date .................................... .... ....� LAURIE PELLEGRINO +`...';'.`.. Comm# DD0232604 k S Expires 7116/2007 h` Bonded Cw (a00)4324254: an Florida Notary Assn.. Inc ............................................ Owner%Agent is _X_ Personally Known to Me or Produced ID WILLIAM T. SELF Print Contractor/Agent's Name 9 2004 3 ULA 9 2004 Signature of Notary -State oiid. Date ............................................� LAURIE PELLEGRINO Comm# 0000232801 _,'N`* V Fetes 7/102007 Bonded Vwu (8W)4321254: Fbrfda 00 rY Assn.�..nc ..i 1....................... .. .... ... ............ Contractor/Agent is_X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg:D 9 �y Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Permit #: • y' d 7 Job Address: CITY OF SANFORD PERMIT APPLICATION /Q I n I1"/]l I o u Date: J U L — 8 2�04 Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Ca1c. 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: Maronds Homes Inc of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: GARY CARMACK 4005 MARONDA WAY SANFORD. FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino _Phone- (407) 659-3719 Bonding Company: Address: Mortgage Lender:. Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 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: t certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property ofkc 4rementsof Florida Lien Law, FS 713. JUL- 8 2004 Q JUL - 8 2004 Signature Of` w�nyr/'Agent Date S' nature ofContractor/Agent Date Russell Keith Summers Print Owner/Agent's Name "-PIU_z,�UL 8 Signature of Notary -State of FI da Date Comm* 000232 3 EW,s 71`182007 (ad.d tnru (6W)432-4254? fbrtas Notary Assn...:c .t •••••.••••..... .•... X_ Personally Known to Me or Produced ID GARY CARMACK Print Contractor/Agent's Name 2004 &119 I �I - R 2004 Signature of Notary -State of Flo da Date ..•.........................................� 1 AURIE PELLEGRINO Commo DD0232&x E E)Pres 7MV2007 BWKW thru (BW)432-4254I r' Florfoa Notary Assn.. Inc a ............................................ i Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bid e q 6Y Zoning: Utilities: (initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Permit # :_ Job Address: /c.� CITY OF SANFORD PERMIT APPLICATION L —J�,— rs n Date: — Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _J_ # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Sarines, FL 32714 Phone: 407475-9112 Contractor Name & Address: DANIEL G. PUGLISI 4005 MARONDA WAY SANFORD, FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK. PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. JUL- 8 1004 � I JUL - 8 2004 Signature of O Agent Date ignatu f Contractor/Agent Date Russell Keith Summers NIEL G. PUGLISI Print Owner/Agent's Name Print Contractor/Agent's Name -&,, 4�J� UL - Signature of Notary -State of FloriWa Date ..N..NH....NN.MH..NN...MMM.{. FLAURIE PELLEGRINO = +�'� Commf oDO232MM _ F e� Eq m 711=007 g t?orwers ttw (a0Wyt324254 r�: � O OM FW" Notary Assn.. tnC. OAgen�ii��)i � ...... is �_� Prs eonally Known to Me or Produced ID 8 2004 &- 8 2004 Signature of Notary -State of IlUrida Date ........................GRINO.....w.K tAUR1E PELLE 000=804 mm(V2007 gonoee ttw ( aoo)432,4zyo? 4acdPe�' FWWNorary;�;;;:.n�.i Cont. tor%iAgeM'(s�.... X Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldj) t` 6y Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (initial & Date) Special Conditions: EL AN EASILY OBSERVABLE BETTER VALUEI 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ® CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 91, 312 FAIRFIELD DRIVE at CELERY LAKES PHASE 2. RUSSELL KEI _SU MERS, 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. t9ji.w, �-"x:-) PUBLICU ....................................� LAURIE PELLEGRINO IN commS DD02328U i� ®ri S-dW ftU (800)4324254: 3......�......Fb .a:rfda Notary Assn.. Inc ...........................i Legend of Symbols and Abbreviations: XCk*0: S-,ZL zc/ArFoeCrwC, i2ao Boundary Una Brg. : Bearing Field Field Measured P.C.P. ; Permanent Control Point P.T. Point of Tangency Conterkne Calc. Calculated Frd. Found P.I. : Point of Intersection R Radius — — Right-of-way Line C.B. Concrete Block Govi.: Govemmont 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 Rnghtol•way - - - - - - - - : Easement Line Cont.: Concrete O.R. : Official Records P.O.C.: Pant of Commencement Sec. Section 6 Central Angle Consi.: Construction Pov't. Pavement P R C.: Pant of Reverse Curve S/T Septic Tank ARC - Arc Length Us Concrete Slab P.C. Point of Curve P.R.M.: Permanent Reference Monument TB 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 C.ui c5 -2a•94 JORAiN.e4C 'CASEHem-r Cs • srae51) U-I LI-rY EA SfMLrNT SCALE ov�.vvac v ; T[4C"T A ILrf.rr7d✓ Amid. s/B " PE R.00 rvl ` ,E CAP 4.S-t494 Frvo • �'B R62oa w/CAP z444 v Ilu W Oc z iuo. S�e Recoo w� CAP 2a94- SCAI F,vp P.K..VArL f ScsNA,L rr h (. ' " .�, .._, �• ,� .. � � I. f�va. P. k. N.eIL f TAe c s'z44q W [ .{ v Pc. SCAT I V �1C' , � TAe t s • z a Q4 ' RC.P. Ar P•G. vi • Sc� ,&P wl -1 P. �I `�IP3Y9Cn AC.P. A r P.C. OLArl ,=r�CO' ��;Sd,O'O PLAT C' CI&1.O A/ 00' z/•q-3' W 'P1.AT [ A35c.r \ VE LSO; Pll-: ; P 4- AS,PNAt.'7' PAv =r w Z' Co/./c. 6u-rTEPZ51 ZEES C R / PTioA/ = Lo-- 9/ ; CEL,<,ey ACC o -e D /ni C, To // A P PUBL/G /eECO2D 5 CERTIFIED TO �/I A !Z O AJ D A C DNS RFVIE {NEp 11'�► �F SAN LARN E-5 , PHASE Z � A SU8D/V/S f�RD APLAT Book 65-, Pf1GE5 29 f1AID 30; F SEA/.VOLE CoL/A/-Ty , �La 2 /D.4 t NQ M I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and.beliet: and that this survey meets the minimum lechnical:standards Sol forth by the Florida Board of Professional Land Surveyors in Chapter 61G17.6, Florida Administrative Code, pursuant to Section 472.027, Florid atutes. SMITH DRAFTING & SURVEYING, INC. - - 414-B. N. SPRING GARDEN AVE. DELAND. FL 32720 DELTONA, FL (386) 734.7047 (386) 789.2855 Startloy E. Smith FlondaRegister d Land Surveyor DRAWN BY: C J (ion/ YA-rA REVISIONS: Certificato Number 3736 CREW CHIEF: M.D. L/•rW/NIEG NOT VALID UNLESS SEAL IS EMBOSSED SCALE: �' , 2 Q' Note: No instruments of record reflecting, easements, limitations, owner- DAT : fvNE Z 9� z00 4- ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or WO Co- 7 Li- i - utilities have been located, except as shown. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 91 Subdivision: CELERY LAKES PH 2 Property Address: 312 FAIRFIELD DRIVE ❑x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. M 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. ❑O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑O h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. El 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 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, Y Jul 07 2004 SIGNATURE: (By Owne'Nw thorized Agent) - CFRT'IFIEU DOPY WIARYANNP MORSE OLERK Of CIRCUIT COURT ZmmiOLF UNTY. ft faDA 1UUl U 9 2004 a c u in m U.rlM O W -j C J I:; It � ►Z+ to C tR W 0 Z O W W J = eg Nd U Uj z 20MIn gfo`"+a 0 ru a a� MARYANNE MORSE, CLERK OF CIRCUIT COWT SEMINOLE COUNTY BK 05377 PG 0115 CLERK'S 0 2004107694 RECORDED 07/09/2004 11:4li48 AM RECORDING FEES 10.00 RECORDED BY L McKinley NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 91 312 FAIRFIELD DRIVE: Subdivision: CELERY LAKES PHASE 2 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs. FL 32714 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1" St., Sanford, FL 32771, Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement or to receive a copy of Lienors Notice as (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KEITH SO MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6TH day of JULY, 2004. LAURIE TP LLEGRINO Notary Public commo OD0232804 c E,p„es 7n612007 e«wed thru (800)432-4254' Q„apWW FI Wa Notary Assn., Inc 1............................................I Maronda Systems Maronda Systems. 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL ARLINGTON K 3 & 4 6CLO9102 91-2 FAIRFIELD DR ORO-CEL ARLK3 LEFT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Revi wed Truss ID Run Date Drawing Revie d No. of Eng. Dwgs: 51 Layout 10-29-03 P 10-27-03 Roof Loads - VT 4-11-01 P1 10-27-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 Q 10-27-03 A 10-27-03 R B 10-27-03 R1 10-27-03 C 10-27-03 S1 10-27-03 1 Total 33.0 psf C 1 10-27-03 U 11-5-03 D 10-27-03 V 10-28-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Sp acing: 24.0" D1 10-27-03 VT30 11-5-03 E 10-27-03 VT40 11-5-03 El 10-27-03 VT41 11-5-03 PLANS REVIR CITY OF SANF F 10-27-03 VT42 11-5-03 F1 10-27-03 VT43 11-5-03 G 10-27-03 VT50A 11-5-03 G1 10-27-03 VT51A 11-5-03 H 10-27-03 VT52A 11-5-03 I 10-27-03 VT53A 11-5-03 J 10-27-03 W 10-27-03 K 10-27-03 x 10-27-03 L 10-27-03 x1 Y 10-27-03 10-27-03 L1 10- -03 L2 10-27-03 Z 10•X03 M 10-27-03 Z1 10-27-03 N 10-27-03 N 1 10-27-03 O 10-27-03 01 10-27-03 INV # I DESC QNTY J U L 0 8 2004 DATE: 02 10-27-03 18331 1 THD26 2 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 22 18370 THJ26 18336 THD28-2 1 SEAT PLATES 128 VED ORD N N m P - GABLE _ _ - I - _ _ _ _ _ L _ _ _ _ ! N - SCISSOR GABLE 19-4 6-0 14-8 —!— —JOB NUMBER. —JOB NUMBER. ARLK I DRAWN BY: ty DATE 10-29-03 1 II CUSTOMER: REVERSED i PITCH-6112d4/12 OH: 1'-081'-6- -_ JOB NAME: ARLINGTON K 3 d 4 BDRM ! BEARING: 8" I LOAD.33# �% I I N Co Co HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING -METAL PLATE CONNECTED WOOD TRUSSES It is the responsibility of the installerfbuilder buildinocontractor, licensed contractor. erector or erection contractor) to propeilyrecei e unload store handle install and brace metal plate connected wood tmsses to protect life and Drooerty. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are 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 for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations ane information contained herein by building desioners, installers, and others Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any Dan thereof must not be reproduced in any form without written Derm!ssion of the based upon the collective experience of leading technical personnel in the wood publisher. Printed in the United Staies of America. CAClTIOP�:`The l�uilde�::iiii€dire.coniraicto�;iiicensed :r contra, or erector 'r.erectioocontr'actonisadvised r3bfaice an d.read-.tlie'entii•e booklet"Cbfnmentary and'r'.ecom enaations4oF_Hindling ',Installing"ix :[3radin g':flIetail'PEate:Cohnected,Vlfood russes,•HIE- 91 'roinfie'-T.rirssiP.Eate .,.CA%JTI0N:rAIlteriiporar.':bracing:shou€dbe•nofessI) tnarr•:2x4:. �racia ivsaTlced fiirti6e��':A1 0co.nnections sstioeifi� be':i riad6 with-Ininirnum p 2=38'r esai€e:::E! 67^ tf - e.b l t. rs ..AII rCl n .CerOter 0� I� ,, '�� tei�sses�:zs5urined._ .o P . iressesafioule!`be`'connected"roaetner.in=a'ccor_=Ei :? 4 -cfancenniith cues€ n: icawin s riior to;instailiation: .4.... .g g P l i RUSS STOPPAGE ^.CALi310N.-.1 rlJ'S i siiouid,lnotbe'r � _ ��T'x �`''��,unlaaciecl�on�rougiz�'�ie�i-ainor::•uR-: eve In suraces-Co - -:damageto`'ti�e'.trizss:�= ;:•. =l:T.: :�CA'UTION�::,7russes;storp ':norizontaliy should be t- x nt;ezce ssive lateral,'; f"i��loc reve - "orted o - �:s i1-- - 9 .P. T" PP - - it,:�r'T_. ,•.�:: _ :i�ii:.: ',':. :�'�::;1 ndingranoil;.ssenmoi ._9 a > :1NARNING: quo_not'_beak,bandingiuntil;iiistalla Toil Y{Ir r:_ �4Fs ;4^v .a':Y"'9:h`r`.'.-..._.•:.b-'s;•;.:v:-r�.e:Ji•r�:.r..`S-pis _•.:..; J.,i:�•,i I', e rots ed:in '.bated �e r tl .b oul 9�_.. ,P -._� ,_i+'r::iC_•tTa e.. e:.-..u:, --rg:P'. .t.;.a'. '^4!tt:r, n,u,e•:rc!':+'.•�: ;;,rrmovalAo avoidsfiift n 'Iofilriiiividual.t�u'sses ;;<:•:; - •l.Sa� ,^-ars,. tir�ks?r'E .! 'y,t;`,:. �Aq�t:.".`t_•t_',..1 ..f.P',r.`t�a'; YT,:':p.,,iA-. �;:_�rru ._r ::y,- .�'IR`:._�.L �:! �::r�iY'Si'r:� %'!.:;4t":i"f•',t':�k•�c-,.,•4r•`,9'L....��'";%ly r.yy!:r 1, R• f .G l•I ..f' _•tile .a d�trusses.•b, .Don ,Y•• .6• `�E.. RNING�. - _;. �aba�icls`:_'.D7�o�noi=:use=dl7�an�aged?trusses.. ��:';;•,. s„ .:,i`:yitfi"4i�i•�<{zr .�r[�,:':�ia'2 �,-.4:.'"J.�`j.'lt.��f r=t::y'' ?'-�Si�_'._irAt`,.J-ti.4�:'��.,`��, c♦'.: i' Frame at; x: r C%�UTIOI\._•.Tru`ss s..'stoied'� .riical€ .siiouiid :be , . .yt•:, Alin :oi. in 'vent o :to • �re - b ..P _P g :4,:r: r•:F�,-t • .'.!:•ct�, cis c;,. R:v:y: .a; -;f DiQ;IVGER �Doiiot�More bundles-wpn bt"unless, i)h,_:p=1.=•;'r-- r ,.•<�;.,�: _>�'.;a,c•. ;c' �+ il.bunciies'! ro. erl f;raced':Do.not.breatia a6d unt "i ,V :•J� rrf. vT•'., Mir 'f-c:.. t; e.•. ,tY•` w 4 ,,•,.ate=plac'eii-.in=a:'stable1�hor"izon.a 1position�_' ``'`x kin :onrfrusses:whicFi',arel' in ;flab R .DANGEFt..41Na1 I7 ,.Y. 9 . •�:1- - .: r,ra„•' r'ti 9c, `< ,-r•Fsgyt i'f=:.�IP•':f!'',r:^" .r:J- `�?k pus .-ahq �shdu1d• be strict). � ..ts..extremel •.�:dan er .Y 1 1. _9 y. ...4n. J1•:' it'• .l: I . id - 7�• �LL Ih s- Tag Line \ . so° \ / rless 5 j%• /orless\ Approximately '/.truss length Approximately Tag '/ truss length Line Truss spans less than 30'. Spreader Bar Toe In Approximately 1,, to t/, truss length Less than or equal to 60' Spreader Bar Toe In Armroximately '.h to 21, truss lenath Less than or equal to 60' Toe In �,.�; ��•�, �%'tli?%r� �1:•�:�.�«'r-„1;9:d'u'r,:cvL'.s'�;yFt'''$.C•�pr7r'N%rtic:5p?;l�ul h��hvJ,'is�ta_:k�i.z�a:.•,��,;;,-;.T�,:.�_r ns,or,- .'p��l'Nil!N�G=�D'A� Aifi�sin��le tussesvariti;s 'an�� y E ":,n�vliLitir;•�'y1i;+.i i v •v°"{�tl_.,jxr': t5*gsy,{•r' G�,.F�S, ir'[„��r,..t-{T7$.i #,� ,� t;3��at•�rbthra 4 �D�bvtt'fae�*pea'k��rr"tl��;� �,�� ;''. s�"{MECH'A"�N•ICALj�t .ry,.. INaTALt+J-1TION Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Sirongback/ SpreaderBar Tag / Line Tag Line Sirongback/ SpreaderBar —Toe in At or above mid-heiah, i \ Tag Tag Line Line .I 0 AeoroximateiV '/ito3/-'truss length Greater than 60' 101 I i o' Approximately_ 1r310 ',truss length Greater than 60' :. • ..r : . ! I•; jerri or'ar r'.Bracin aiiownlini:tEtis'aurrmmary s{�e_t...s;ad .rguaieisforutFie icesialEaiiort, :,i ,:a•:' _ tiY,r :. t;r El4M. C:,�'i .7.: .••y;•� _ 1,,;v,d .;Y.: • �::.r "r..:J ri .7.• :.: - o �: Brent' +: _ A ..ssional. en ine..r-:`'ii,. 6�difr '.Consult,�a`'r._ `ister_cJ:,rof g. +' o' ,a. <`.COnT1Oil.df.BtIOGtSv� .9__.. ,P........,_,. :•,' ram' - S" WIt'It: SIrr111 r' :-v ;•.,_.. .;.�.� - a a: :•� •.r•v arr �. y.• ur � qa'c;: r' :.y,.r.. .1 _:.✓'ej,r.; _. .,,._x �.r. ,, _ - v�„ 7.r y. :' . 5''••e'`Ur. _ l'n'':' _ _ �,n '.n .v PS! - n�.ili�•ca..lfa,Ila=:acco'r:'dan..e'isW.lt'ih.. .;�• ;.ai,ran'-ement'Is'::desir•_d:.Th'eyengirie_r..ITcay�d_ •g • 9n,..� .�,.�..rxr;_•_ -br.a'cing;._ 9., r _ �a.+ T,.� a:• r ;dfF., :v.:., :_- ?.7 . vn`� _ e ':for_ =Tam orar i,,' racin ofi°jIV1e'taL:rrP_fate Conrtecfetl,;b/t�oocf,=; `rnendeci;riD si ri''S' cifcaiion P rY., �h., ..... _ :.r. A:, _Fd.ec'ofim , 9 P. _ _ x . ;;:.;;•.� 'l•'}L': ::i s: C:-:ic• :'r".ti„�. tiri _ Q} ,{ ii•,n....s, ._..Au:S;},- ;1`.: - - "!'`i'' �Trarss�es,; D'SB 8�•,"an�d�_li'SOmeSCa�es �'deieririin_.th.at•a, 9•,P :5;, ,�.. ' •, anricferspaan Ise ,ossit%la:.�.::,.,�', _ .,,,:r• r QtJF D°BRILDi€�GMof� DING Typical ven-cc lVJ°ii �'or rrttechmc nt Plan i I \ t • r In ,'i'`'�Il,, � ['�t•_�.,,I ` �, I• i I _ �,�.� _ is � I Ground braes I - •vcnic_ L • _ _ ^_'•-� _ _ •.ii' •'''� ; �: i h `F� �F al(GBV) -!on �nord Croun•15racV ,+ . •'�_ ' .:�Y i _.1 ; J1-11 Ground orateA,li I�i, !:�•'ryIdragonain (GBq) �•• c NgWourfd ', iS: G ybrac�c�L=rG+u=,.R z,;tru" of ora• 33181crait(LBG`��`i*'-roux of trus°e : Entl" ce (Ea) �UJ`tyF,{rTRe I itrut ' snj ntal tie member with a (H1) =.oF"n 7 DF - Doualas Fir -Larch HF - Hem -Fir sp - Southern Pine SPF - Spruce -Pine -Fir DF - Douglas Fir -Larch HF - Hem -Fir Sp - Southern Pine SPF - Spruce -Pine -Fir RUSS L-------- 12 4 or greater Bottol at eac ac;r ��,� ice/ i / � 4 71 M 10 M 01-11 cQ Nq 4� Permanent continuous lateral bracing PC., as specified by the truss engineering. wfitnen, dMion .1•V.- RD�, 'CHORD ! 1AG E rl.M6.1 � -, - GJD— E 4—g r GG PF/HF-' 20 15 10 7 1 6 4 ofessional engineer t-,v - z:,ouxnern tine_ SPF - Spruce -Pine -Fir All lateral braces iapped at least 2 trusses. �6*V0,r—",.t,J,v0Rb 'PLAN(=— crosa bracing re-Dsaie� n . t at each end o' the building and at 2T ,.w E C.� i T;.vJ`� s.4n lYl?`y' �:, I 'r ri F��;;,5jI C.'a' d .. �<.,;t; v,..r�� ,iil."*rt'w•�;�F. 1 a,y�r;-y •�.:,•.;;., '.; �' � ' �.@;.�t:��l, ^��i_ � � Ci.��. .A+;I. ''r'lh' ,.,�..-�.,: ��1.�,:•'�i'.I�r�.�3,w1 j�r1_ ,i �� ., 7•^�i1±l, J"��i ll.i;�� i .I �i'y,' F4T�OPCHWORDr.;��:`DIAGONAL`BR4CE T!'1•�.4 i�. ,py,�ylyl55 ^;�t``i;,MINIMUMM ••+-: TI 1, Ji �R• :i;SPAN `? t .Mn1'I PTH a .LAT.ERA1{BRACE �FJ'•�.11',1'.. r.•�� r-_.�� ,d.SPACING(LBS 7, .SPA'CINGi' DB" xT� *'s r t':usses ,,+;t � i - j;:-„'_ .:,1=... _5•P.'/. D.F p, S.., F/ H F.•. U to 32' 30- 8' 16 10 Over 32' - 48' 42" 6' I 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered Drofessional engineer ' DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir ,r 1' The end diagonal brace for cantilevered trusses must be placed on vellical webs in line with the support. 2X4/2x6'.'PAR1AL'LEL`' Continuous ;, UI-11HU66,kti; Top Chord LhCHOfH jt 4Tt'rlM Lateral Brac Required Top chords that are laterally braced can buckle together and cause collapse If there io no diago- 10, net bracing. Diagonal bracing should barrelled to the underside of the lop chord when purling are attached to the topside of the top chord. End diagonals are essenilal!fo stability and must be duplicalc both ends of the truss system. Acquired achmer Acquired 2o, 1OTr 8SJ asses Y SPFF 2 C.0 30" or L� y greater : -i.' :: �'1:.:.i _,- r t'tn �:{ • :T.. _ _ ..1-• - - - _ill:• .1 Y4 - - uri...,l._:t -'':-: allu�e�o�i.ollowt'hese� a rrimerd� �;�..'";tr'� • •r c�o ajions�COLICJ'=EGSUIt-1Ci?,�: •'�' - ��" �:r 1,,.�: �. �+p; ...1'1,.•r.'r.! t:::.,z)y-. •al': 4ti r� • .1_.•:..'.r� }:r:-. - .."i?�.'r, - 7 :: - = •.,:. "��f •r r_.pnrso�a'I�injury•`�or,;cEama((''''ppe;fo��trusses,.o�`b`u'ifdmas.: ! ��.-�' - �r', ' - in+!y+:j.,n-:.. lit: cl rc::i:::':rC=fb�-7.c:;117v.'rk'i �:.'�f-`-•_,'.- aiy7:r.. •y4' ",'T•• ,_.. � 'I 4x2 ni4-L=EL l-;CF 6Fib', 90SSJOP CHORD!.I Top chords that are laterally braced can buckle togetherand souse collapue If there isno diago- nal bracing. Diagonal bracing should be noiled to ti re underside of the top chord when purlino are attached to the topo,de of Ins top chord. End diagonals are essertta e stability and must be duplica both ends of the truss system. Trus.. s. �ec n _ o'c. Continuous — Top Chord Lateral Brace CL Required I I 1 O' or Create. I A:acilment Imo_ Recurred — I_ J,in �IJ 4 Trusses must have lure• ber oriented in the hori- zontal direction to use this brace spacing. Frame 5 _00 1.,4121*114 J OP:CHORD'-,&, t&T,6P�.CHORD4:;; DIAGONAL BRACE L:ATERA'L,-,,BRA'C E,-, 1111..I�41, SPACING (D I sw.I` '� N" Ni.W $1 �1.1, 1 ,, rus SPFiHF.-i LID to 24' 3/12 17 12 Over 24'- 42' 3/12 1 7- 1 10 6 Over 42'- 54' 3/12 1 61 1 6 4 Over 54' See -a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Topchorda that arc laterally bra=d r:un buckle 11 Vcth.,andcatecc.jInnvc iftiinr-s icriodiapr ,1;11 bra.i, rg. Diarjonrrl bracing anould Lxrnniied Z. to the mioersicle of tho top chord when purlina arn atuched to the topoide of the ton chord. - Moil -C, - T, PiUl 12 3 or greater 1,40 11 lateral braces lapped at [east 2 trusses. Continuous 'Fop Chor:1 Lateral Brace Required 10" or Greater Attachment Required WARNING: ;:al1ufbto.foll6Wthe!§�_- . "tedoibMehdaitions could result in Ah. Severe personal in* jof dimade, toirU�ss*es or buflidin S; ury _gS I.:'-'INSTAL,'LATION-TOLERklqC--'�r--:S,." P L L I N1 'Diin', BOW Length Uin) L Lesqe. of L;200 or 1 3611 ! 3.1-11, 1 3' 1 F-4r,-- I -, - I ' I. I I L(in) L(sn) rA SO" I --1 14 " I 1. F_-, --"- 1-1/2" E. L:14" 3/4" I 7' Truss Depth Lesser of U D(in) L/200 or 2 Lesser of D/50 or 2" Maximum Plumb Misplacement Line 200, 250"1 11-11/4" 120.W F _300" 1 1-1/2" 125.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. ou n d' GANGER,-�":`U, "d'e-Y." 7, con lace. `�T es 'i� racec -v 5cl. 1/4" 4.2' 1 ofy. 1 5C" 3/4" 12.5' x X � aronda !,!�c�o�a�L MA ROAIDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Fax (407) 321-3919 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050069 Subject: Valley Trusses All v311ey1russes labeled VT-i thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the eYngineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. Si.,�erely Torn s Fonce, P.E. Date: 315f,3 I I MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 DESIGN INFORMATION This design Is for an IndMdual building component and has been based on hformathn provided by the client. The deslp tr dtsdalms any responsthWty for damages as ■ result of faulty or incorrect laormaLion. speeiflrsUans and/w designs furnished to the Inn destprer by the client and the correctness or accuracy Of this information as It may relate In a spe- eiM "cut and *=pis no responsmOlty or exedus no control with regard to fabAn- tlon. bandimg shipment and installation Ofw trles. This Inn has been deigned as an todlvldinl buildlog component in accordance with ANSI/TFt I-Hk95 and NGS97 to be buorporated as part d Ch. building design by . BuIldtng Designer Irepstsred archned or professional engineer). When reviewsA for approval by the buMtog designer, the design loadings shown most be dneeked to be sure that the data shown are in apeemeat with the WW bull&" coace. heal cLbmt a records for wind or gnaw Inds. prayed speNloUom or special applied lends. Unless abusrn. truss hu net bcco designed for Range or orxvpancy Loads The deign assumes comprmlon chords (top or bottom) are ca sunu- cnaly braced by sheathing unless otherwise specified. Where bottom chords I lecsbn arc not fully braced Morally by a properly applied rtpd ceiling, they should be braced at a manlmmon spacing of 10-0' o c Connector plates shall be manufactured from 20 gauge hot dipped g0vantred steel toceling ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fericatim,, the fabricator sball revlew this drawing to verffy that thb dunwing Is In mmformermca with the fabrlcatara plans and In realize a continuing respo sfbltlty for such vert- Deathn. Any dlsempnnies are to be put in srHu ng before cutting or fabAnllon. Plate shkO not be tmtattcd over knotholes. bats or distorted gain. Members shall be cut for Light Filling wood to wood hearing Con- nector plates span be located on both f of the truss with inns fully Imbedded and shall he sym. about the )Ant miles otherwise shown. A 5x4 plate Is 5' wide x 4' long A 6xE plate Is Er wide x Er long. Slots (holes) run parallel to the plate length speetfled. Double cuts on web member elan meet at flu eenerofd of the webs unless; otherwise shown. Connector plate at= are minimum Sires based on the form sbown and may need to be Increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fie retardant treated timber unlm otherwise shown. For additional tnil—thn on Quality Control refer to ANSI/fPl I.1995 PRECAUTIONARY NOTES All bractag and esedton nxom mera1sUnr s are In be followed in accordance with -Handling ImtaUlg 3 Bradn(, HIB-91. Three v. u be handled wOb particular care during banding and txmdlb,& delNery and Installation to .void damage Temporary and permanent bracing for holdbtg tames In . straight and plumb pos- Oloa and for —f.0 g lateral fordo stall be designed and InstaOed by others. Careful band - ling Is menttil and aeellon bracing Is always required Normal prescutlmary action for musses requbrm such temporary bracing during Installation between trusses to avoid toppling wad d®Inolag The supervision Of e cticm of trusses aholl be under the control of persons eepeterv,ed I the lmbdlatim Of bvmes. Professional advice "D be sought if needed. C'eaccotrathn of eomtrneUw leads Beater than the design Los& $hall not be applied to trusses at"time. No h.ds other than the wglkQn d the erectors stun be applied to usses u trntil ■Iler all fasladng and bracing is completed MONO VALLEY VALLEY TRUSSES TRUSSES COMMON VALLEY U'SUPPORTING TRUSSES VALLEY TRUSCE6 (TYP) II II II II ITYP.I II II w YALIEY AREA SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. �( i1 1 11 (+) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (8) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 214 g 2x4 OR 515 O 416 316 VALLEY MEMBERS AT t 410 316 415 t 4x6 24. O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 2x4 2x4 GREATER THEN 26.0.0 316 2x4 2N 3:6 VARIES 2i/ 12 UP TO f L 0.0.4 30 2x4 2x4 2x4 2x4 4110 2x4 316 2x4 2x4 3x0 316 OR 3x6 ow 2x4 t 4x6 opt 416 MAX. 5.0.0 O.C.ITYP) 0 214 MAX. 6.0.0 O.C. (TYP) MAIL TRUES SPACING �� BELOW 41' O.C. SPANS UP TO 60-0-0 �I TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 92 BELOW VALLEY SET. VALLEY MEMBERS WEBS: •2X4 SP d3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14',tt EXCEPT AS SHOWN PLATES . ARE TL20 GA TESTED PER ANSMI 1-1995 Cont. Support �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 W1kKr411NI >t: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing Shawn on this dra" Is not erection bracing wind bracing, portal bracing or atm0ar bracing which Is a part of the building design and whtr:mu st ust he considered by the building desigerBracing r. Brang shown b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing.t ends and specified locations determined by the building designer. Additional bracing of the overall structure cosy be required. Mee IIIB-91 of TPU. rrmas Plate Wtfhite, TPI, Is located at 5B3 D'Onofrto Drtve- Madison. Wbconstn 53719)• Studs ® 6-0-0 over. Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16,0 psi TC Dead 7.0 psi BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 psf Truss ID: VT Date: 4-11-01 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: InP [BLOCKING MARONDA SVSI'EMS DESIGN 1 IORA4ATION This deign is fir an inliridual building nnupurenl aad Ins bee^ basal no. indivmubn lu t idcJ by do client. 11.e dedgaer disclaims onr responsibility Ina damages as ■ rendl if. faulty m inc.rrect inhunutdnn, specidicali,ws sMJor designs J.midm d to the buss de of,-, by do client .nJ the coamctrcu a aceut-1 of this inhrma.i..t as it my octal. 1. a apc* idle paidcq road occepls m mop nal.di,r ne Stcmises no .aural rich "Said In tahrica- Ibm, bundling, shipnnenl and Iauallall„n rtf Ifusso. This truss bat been detigoed as air L.OriJual InlJling c urninucod In accu,tante rilh ANSIfT►1 1-1995 and NDS-91 to he betrpdntcd n fill. .1 lose b.ddiarx design by a Bullding Dellpoor (rc.lsmrnl ambittct of I'mfcssi,nol engircerl. Wlcn avtd cwbr approval by the [.idling designer, d.: deign hudiogs a wm mo ambe eheektd lu be owe IS-, the data dune sac In ago.-"" with the local LuiWing code, kcal cldnotic rcerrda f r wind tr anu,+ loads. Err jcel 11ced0ealm rr i,sp-1.1 applied loads. Llnless slto+wt, uusa has .sr been designed bur strrsge.r rra:r.pany bads. The design amino cunpressim chords (op nor lalnm) are canbn- .udy Iracnl by dscarhiog -do. w .,Ase spccirlyd. Where bwnun clads in moahn are nal fully Inaee d damnlly by a rrr,perly applied rlgil ceiling, they dra,ld be hracnl as a u .1. In n rpatlsg of 1(1'-0' o.c. Cuna,cclor, plate$ aboll be rnandawrd Iran I0 gauge la rlkg.d gal.ad,d steel rnmdng ASTIA A 653. Dade 40, unle...hc.tise o.,rn. FABRICATION NOTES Prior In lu ulcordon, do fabriealrr $bill review Ibis dra.loroily g to that this drari.g is In eoahrmance With the rdvialn's plans rod to rallrc a cnndmmlp respnrodbihay I'm uch vn i- Ilcalln. Any dleaep—i. roe ra be put In . 141ng hefue e.rmi.g n 64.ieeaim. ►laves stall — 1. issullyd Doer tsalde, tows m dltra tad gnln. 14-dcre dull Ic cut Lr'Jgh. Oubz wa.d m r ad hearing. C. neco. pine$ .h.n tat herd rn t, h Iris ar [he nuns wdlh nett, f tly lndnedded ad abi I he ynt..buut the dada mJcss ulrruise our.+ A 5c4 plate is 5- .ide or a- Img. A 6.1 Phil, is 6' wld.', r long. slats (Innis) run Palaud In u e Phml, lengthsPe drme. Double Buts on n,eh nxrnhers hull menu tl: a 1rold of de aebs strode..abrarise shove. Cauketn plea does are minlmum r d does basil or fumes al.rvm, road nsy .teed .n be IrcaaaeJ Ear een.in hard. ling udr.r crrotim stresses_ This nun 1. a.,o he IalluncJ vista dose rr:orUur nerd tinder .nI'll,rlcovhcshurm F.rmWiliored inbrnul'nm an Quality Cunlml refer to ANSUI PI 1-1995 PRECAUTIONARY NOTES All bracing rod cmcfln . uSn,ct.hd.ns ar. to lm Jd1.ntJ in naed. — ,ilh-Ilaulli,tg [allotting A ja stod Q N18.91. Tn.scs arc on be lotdld aide psnkuhr care during bitaling Arid bundling, delivery and inflallniun In -)id damage 7enpra. y and prrma,ten bracing rw bet"iag woes In to aralgM and plun.h f es. ro hiun d far adding larenl James shall be dcdgrncd and Inualled by Idcn. CAmful hand- Ifs: 1, .$Dental and cant.. Irael.tg I. sl.nys re.yrird. f4una.1 prnsu.i.n y _,I,n Jr In.ses a -Wires such mmponly timing .h,da4 Inualla.l.n [$mice. "—a to ..,lid 1,V111 1 and d,midria �. The ngrrvlsl,n of cot,. Ina n1 frusses shall he wnler the Corti of Pelson$ c.rcrd.aced in .Ic Inua11n1.n M Iru.aes. Pn,fessi.mal adriee 51a0 tic avghl if ,seeded. C.mactnmbm ul unnructitn Lads greater dun Ile .kdpn [inch shall rum tit: appli d to .iron at any dine. Nn l.ads.ud.r Shan ,he .eight ul the Hrmlat tha11 I,e appllal lu louts$ staid atmr all fastening ..I Mating h ewnrdetal. \0 `,11IIIuu1u1/�� p0,1V z1' '` � Q-��P I Cq�•� No.0060068to i a STATE OF ocr. ORIOP: z Sir six ONAL /!/ I I I1111%011``` HIP GIRDER 2x OF 1110: 111PDETA I L BLOCKING ADDED TO STEP TI:111P 0TY:1 TOP CHORD HIP TRUSSES TO SHORTEN OSB NOT TO EXCEED 24"O.C. TO BE NAILED TO TRUSSES w/ S @ 12" ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING WARNING: READ ALL NOTES ON T111S SHEL'T. Eog. lull: WO: WDETAIL (Maronda Systems A COPY OF THIS DRA111INC TO RE GIVEN TO ERECTING Dn'g: Truss ID: I'M' CONTRAC`roiz. Dsgnr:. Chk: (late: 10-20-00 4005 MARONDA WAY 11RACING WARNING: 'rC Live 16.0 psf Durt7he - Lbr: 1.25 SANFORD, FL. 32771 Busing tbm•n nn dot Jian•ing is oat errninn booing, rind hued.•, p.unl bncing a simltar Matng +.drill is a pan n1 Uc building Jcsi�n rC 17eaII 7.0 psi DnrCac - Plf: 1.25 (407) 321-0064 Fax (407) 321-3913 rod nhimh mull he cunsidctl,rl by Ilnc building design. 0i acing stun+.+is I,n lateral Stipp'.I rot uuss mcmJc,s •nl y to adnt hustling lansln. r.r,risiutns may I,c BC Live 0.0 IISf O.C. Spacing: 24.01I TOMAS PONCE P.E. LICENSE #0050068 ^"'<'".n 1.0 "mood h.at.ng a ad+and decided huliuu+JclamncJ by sir building designer. A.blidanl hoeing nl ille u.... it uructu.c may I.(Sec 1110.91 0 P1)f Desl n Criteria: TPI g I1906RErlIBBt>Og CT.ONCDO.fl.J2768 - (l.usi 14Lnc Inatuum, T Pl. Is Imsted n 513 D'0n f is Ni. Millisrm. W.su.Isin 53719) Code Desc: "- -- - — TOTAL 33.0 psf V: 1.01.00- 30106- 1 NCS: 0101330 Deis.: Aloud, Anallair J08 IWII: C.ITEEd.0XU01lSDIJPDET-1 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: A 9TY:3 DESIGN INFORMATION This design 13 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- cific project and accepts no responsibility or exercises no control with regard to fabrtco- tion, handling. shipment and Wtallation of trusses. This truss has been designed as an tndMdual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design [coding, shown must be checked to be sure that the data shown are In agreement with the loco) building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) ore continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng. they should be braced at a moximum spacing of I Iy-0- o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanbud steel meeting ASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ved- Bcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Wlalled over knotholes. knots or distorted grain Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nalb fully imbedded and shall be sym ■bout thejolnl unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long Slats (holes) run parallel to the plate length specified Double cues an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum slra based on the form shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI /TPl 1-1995 PRECAUTIONARY NOTES Al bracing and erection recommendations are to be followed in accordance with -Handling Installing a Bractg'. HIB-91. Trusses are to be handled with particular care daring banding and bundling, delivery and Installation to avoid datrage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advlce shall be sought If needed. Caneentro'ion of construction Inds greater than the design loads shall not be applied to tmme, at any time. No loads other than the weight of the erectors shall be applied to trusses unW after ail fastening and bracing Is completed. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS- 2x4 SP #3 WndLod per ASCE 7-98, C&C, V- 125niph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/937 at JOINT #19 L--0.49" D--0.53" T=-1.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.46" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.22" RMB - 1.15 This 3-PLY truss designed to carry Ill 0" span framed to BC one face 21 0" span split -framed to opposite face 3-PLY TRUSS[ fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1856# Support 2 1836# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10729 0.30 24-23 9443 0.47 2- 3 -11276 0.31 23-22 11488 0.54 3- 4 -12982 0.19 22-21 12652 0.49 4- 5 -16844 0.23 21-20 17155 0.69 5- 6 -19958 0.27 20-19 20117 0.79 6- 7 -21121 0.27 19-18 20117 0.79 7- 8 -21121 0.27 18-17 17154 0.69 8- 9 -19957 0.27 17-16 12651 0.49 9-10 -16842 0.23 16-15 11487 0.54 10-11 -12980 0.19 15-14 9443 0.47 11-12 -11275 0.31 12-13 -10727 0.30 3-PLYS REQUIRED ___=====Joint Locations===== .... =__=_= =__ 1) 0- 0- 0 9) 28- 5- 5 17) 28- 5- 5 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- 8-12 19) 20- 0- 0 4) 7- 4- 0 12) 36- 9- 8 20) 15- 9- 5 5) 11- 6-11 13) 40- 0- 0 21) 11- 6-11 6) 15- 9- 5 14) 40- 0- 0 22) 7- 9-11 7) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2-11 16) 32- 2- 5 24) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 40- 0- 0 BC Vert L+D -163 0- 0- 0 -163 40- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4194 22 -1856 BOT PIN 39- 8- 0 4193 0 -1836 BOT H-ROLL 74-0 k 254-0 74-0 Ilk 1 2 3 5 6 7 8 9 10 11 12 13 8X10 6X8 6X8 10X10 6X8 6X8 8X10 T 4-3-12 0-6-6 Face = 0-2-8 3.00 I 3.00 11 0-6-6 4-2-6 5X6 f Face = 0-2-8 080 080 �9 7-1-11 244-10 7-1-11 I 21 23 22 21 20 19 18 17 16 15 I 4 4195# 8.00" 4194# 8.00" o-11 "I 40-0-0 o� 10 8 (RO- 11-12) I (11011-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI I-1995 scale = 0.1605 Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: A LMaronda CONTRACTOR. Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a par of the building design and which must be considered by the budding designer. Bracing for be BC Live 0.0 f O.C. Spacing: 24.0" (407) 321-(N)64 Fax (407) 321-3913 shown is lateral support of truss members only to reduce buckling length. Provisions must Design Criteria: TPI TOMAS PONCE P.E. trade to anchor lateral bracing at ends and specified loouons determined by the building designer. Additlonal bracing of the overall structure may be required. IS" HIB-91 of TPI). BC Dead 10.0 psr Code Dese: FLA LICENSE #0050068 (Truss Plate Institute. TPt. is located at 583 Donofrio Drfwe. Madison. Wisconsin 53719). TOTAL 33.0 1005 VANNFSM DROVIEDOXI-32766 psf V•09.05 02- 3 346- Design: Afarrit Atafysif JOB PATH: C:ITEE-LOKUOBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: B ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CaC, V= 125mph, ........ = ==.==joint Locations=====____•_____ This design is for anindividual building 2x6 SP #1 D 2,3 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0 8) 31- 4- 0 15) 22- 3- 3 component and has been based on information BOT CHORDS: 2x4 SP #2 D Bld Type. Enel L. 58.0 ft W. 40.0 ft Truss 2) 4- 4- 0 9) 35- 8- 0 16) 17- 8-13 provided by the client. The designer disclaims 2x6 SP #2 2,3 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 8- 8- 0 10) 40- 0- 0 17) 13- 2- 6 any responsibility for damages as a result of WEBS: 2x4 SP #3 Impact Resistant Covering and/or Glazing Req 4) 13- 2- 6 11) 40- 0- 0 18) 8-11-11 Faulty and/or incorrect furnished tlon. the truss and/or designs furnished to the truss designer SLIDERS: 2x4 SP #2 5) 17- 8-13 12) 35- 8- 0 19) 4- 4- 0 by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 22- 3- 3 13) 31- 0- 5 20) 0- 0- 0 of this information os it may relate to a ape- L/959 at JOINT # 5 Support 1 999# 7) 26- 9-10 14) 26- 9-10 ctflc project and accepts no responsibility or L=-0.48" D=-0.50" T=-0.98" Support 2 1026# ----MAX. REACTIONS PER BEARING LOCATION----- exercisesno control with regard to fabrica- MAX HORIZONTAL TOTAL LOAD DEFLECTION: X-L.oc Vert Horiz Uplift Y-Loc Type andbeen Wtigneda of trusses nThis T. 0.53" ..TC... FORCE... CSI ..BC... FORCE...CSI 0- 4- 0 1360 68 -999 BOT PIN has trusses This truss has been designed as an truss individual building component in accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3352 0.67 20- 0 1941 0.59 39- 8- 0 1360 0 -1026 BOT H-ROLL ANSI/TPI 1.1995 and NDS-97 to be incorporated T= 0.26" 2- 3 -3904 0.65 0-19 2950 0.92 as part of the building design by Building 3- 4 -4750 0.35 19-18 3083 0.94 Designer (registered architect or professional RMB = 1.15 4- 5 -5347 0.38 18-17 3573 0.58 eng.neerl When reviewed for approval by the 5- 6 -5376 0.38 17-16 4824 0.73 building designer. the design loadings shown must be checked to be sure that the data shown 6- 7 -5376 0.38 16-15 5379 0.81 are in agreement with the local bufldtng codes. 7- 8 -4750 0.35 15-14 4824 0.73 Iool climatic records for wind or snow rods. 8- 9 -3905 0.67 14-13 3574 0.58 project specifications or special applied loads. 9-10 -3353 0.68 13-12 3083 0.94 Unless n show. truss has not been designed for 12- 0 2950 0.92 storage or occupancy loads. The design assumes 0-11 1942 0.59 compression chords flop or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgd ceiling. they should be braced at ■ maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. .,,1- otherwise shown FABRICATION NOTES Poor to fabrication, the fabricator shall review this drawing to verify that this drawing 13 in conformance with the fabricator's plans and to reallm a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. plates shah not be installed over knotholes. allots or distorted grain. Members shad be cut for tight littbng wood to wood bearing. Con- nector plates shad be looted on both faces of the truss with nails fully imbedded and shall be sysn. about the Jotnt unless otherwise shown. A 5x4 plate Is 5' wide x 4' long A 6x8 plate Is 6' wide x 8' long. Slots (holes) inn parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown Connector plate anus ore mtnlmum slz- based on the forces shown and may need to be increased for certain hand - Wig and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lurnber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with'Handling InstaWng S Bracing'. HIB-91. Trusses are to be handled with particular ore during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others Careful hand- ling is essentlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid loppll"g and dominoing The supervision of erection of trusses shall be under the control of peraans experienced in the installation of trusses Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to tutus- at any it,.. No loads other than the weight of the erectors shad be applied to trusses urid after all fastening and bracing is completed. T 5-1-3 0-6-6 �T7 I 8-8-0 k 22-8-0 8-8-0 1 2 4 5 6 7 9 1 5X6 3X4 Q 6X12 4X6 4X6 8X10 4X6 6X12 -- 0 5X6 3X4 I. 0-6-6 4-10-6 3•00 I 3.00 0-8-0 _ � � _ J I_ 0-8-0 1, 8-34 1 22-0-10 8-3-11 I 21 19 18 17 16 15 14 1 12 I 1 1360# 8.00" 1361# 8.00" 00-10 88 1.. 40-0-0 0I� 108 (RO-II-IZ) i f (110-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 FMaronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: B y CONTRACTOR. Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the budding design and which must be considered by the building designer Bracing BC Live 0.0 r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown Li for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specllled locations determined by the budding deslgrer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Addwonalbracing ofthe overall structure may berequired. (See Hle-91ofTPn. Code Dese: FLA LICENSE #0050068 IT- Plate Institute. TPI. is tooled at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 V:09.05.02- 3 347- 1005 VANNFSSA 13ROVIEDOXI-32766 psf Design: biarru Amdlpit JOB PATH: C:ITEE-LOKVOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125niph, ..............Joint Locations-----r,- -e"T individual design is for an inddual building 2x6 SP #1 D 2,3 H- 15.0 ft, ie 1.00, Exp.Cat. B, Kzt- 1.0 1) 0- 0- 0 7) 30- 0- 0 13) 25- 0- 0 component and has been based on Information BOT CHORDS.- 2x4 SP #2 Bld Type. Enel L. 58.0 ft W. 40.0 ft Truss 2) 5- 0- 0 8) 35- 0- 0 14) 20- 0- 0 provided by the client. The designer disclaims 2x4 SP #1 D 1,4 in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 3) 10- 0- 0 9) 40- 0- 0 15) 15- 0- 0 any responsibility for damages as a result of WEBS: 2x4 SP #3 Impact Resistant Covering and/or Glazing Req 4) 15- 0- 0 10) 40- 0- 0 16) 10- 3-11 faulty or incorrect information. specifications SLIDERS: 2x4 SP #2 5) 20- 0- 0 11) 35- O- 0 17) 5- 0- 0 and/or designs furnished to the truss designer by the client and the mrreclne or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 25- 0- 0 12) 29- 8- 5 18) 0- 0- 0 of this information as it may relate to a spe- L/971 at JOINT # 5 Support 1 998# ----MAX. REACTIONS PER BEARING LOCATION----- cificproject and accepts noresponsibility or Le-0.48" Do-0.49" T=-0.97" Support 2 1025# X-Loc Vert Horiz Uplift Y-Loc Type "creises no control wah regard to fabna- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1359 70 -998 BOT PIN lion, handling. shipment and Installation of T. 0.59" ..TC... FORCE ... CSI ..BC... FORCE ... CSI 39- 8- 0 1360 0 -1025 BOT H-ROLL ITusses This truss has been designed asan Individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3514 0.74 18- 0 2010 0.51 ANSI/TPI 1-1995 and NDS-97 to be Incorporated Than 0.29" 2- 3 -3764 0.68 0-17 3110 0.94 ns part of the building design by a Building 3- 4 -4312 0.34 17-16 3212 0.76 Designer (registered architect or professional RMB - 1.15 4- 5 -4670 0.34 16-15 3455 0.79 engineer). When reviewed for approval by the 5- 6 -4670 0.34 15-14 4358 0.89 building designer. the design landings shown must be checked to be sure that the data shown 6- 7 -4313 0.34 14-13 4359 0.89 are in agreement with the local building Codes. 7- 8 -3766 0.69 13-12 3457 0.79 local Climatic records for wind or snow lands, 8- 9 -3515 0.75 12-11 3213 0.76' project speetflentlom or special applied loads. 11- 0 3111 0.94 Unless shown, truss has not been destped for 0-10 2011 0. 51 storage or occupancy loads The dnfgn assumes compression chords (lop or bottom) art continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxMum spacing of 10'-0- o e. Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabnallon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's pi2m and to realize a continuing responslbWty for such veri- ncation. Any dtscrepancles are to be put In writing before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fltUng wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide a 4- long. A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to the plate length specified Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum sizes lased on the form shown and may need to be increased for certain hand- Ung and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional Infornnllon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendations are to be followed in accordance with'Handling InstaWng R Bracing. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding trusses in a slralglu and plumb pm - Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses mqubes such temporary bracing during installation between lrusaes to nvold toppling and dom inning The supemblon of e;cUon of trusses shall be under the control of persons experienced In the Installation of busses. Professions advice shall be sought ifneeded. Concentration of construction loads greater than like design lads shall not be applied to truss- at any time No lads other than the weight of the erectors shall be applied to trusses unlU after all fastening and bracing is completed T 5-9-3 0-6-6 10-0-0 20-0-0 10-0-0 l 2 4 5 61 8 9 Q 6X12 4X6 8X10 4X6 6X12 Q 5X6 3X4 c-a-13 -- 5X6 3X4 T 5-6-6 0-6-6 3.00 11 3.00 080 -- 1-1 080 9-7-11 194-10 9-7-11 11 17 16 15 14 13 1 11 0 1360# 8.00" 1360# 8.0�0" 0'10-8 �f "� 40-0-0 to 8 0-10-8 (RO-11-12)-12) I I (RO-1 1-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 (Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: C y CONTRACTOR. Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracuhg. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 SANFORD. FL. 32771 which is a pan of the building design and which must be considered by the bulking designer. Bracing length be BC Li .p 00 sf O.C. Spacing: 24.Orr (407) 321-0064 Fax (407) 321-3913 shown is for lateralLive support of truss members only to reduce buckling Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI PONCE P.E. Additional bracing of the over,structure may be required ISce HIB-91 ofTPn. overall Code Dese: FLA LICENSE #0050068 (truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191 TOTAL 33.0 V:09.05.02- 31348- : 1005 VANNESSA OP-MEDO.FL32766 psf Derign: Mmriz Anafytu JOB PATH: C:ITEE.LOKl/OBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: C1 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2-PLY TRUSSI fasten w/3"X 0.120" nails in =__=_____=====Joint Locations=====__________ This design is for an individual building 2x8 SP #1 D 2,3 staggered pattern per nailing schedule: 1) 0- 0- 0 8) 33- 3- 1 15) 21- 1- 8 component and hwbeen based onlnformatlon BOT CHORDS: 2x8 SP #1 D TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 2) 3- 6-14 9) 36- 5- 2 16) 16- 7-11 provided by the client. The designer discb(ns 2x6 SP #1 D 1 Distribute loads equally to each ply. 3) 6- 8-15 10) 40- 0- 0 17) 13- 1- 8 any for damagesasaresult offault 2x6 SP #2 4 WndLod per ASCE 7-98, CFC, V. 12 h, 4) 9-11- 0 11) 40- 0- 0 18) 10- 3-11 yorIncarW and/ r inco sf'urnished information. truss signlon3 and/or deigns furnished to the truss designer WEBS: 2x4 SP #3 ---Y H- 15.0 ft, I= 1.00, p,,.� .Cat. B, Kzt= 1.0 5) 16- 7-11 12) 34-10- 1 19) 5- 1-15 by the client and the correctness or accuracy 2x4 SP #2 11 Bld Type= Encl L. 58.0 ft W. 40.0 ft Truss 6) 23- 4- 5 13) 29- 8- 5 20) 0-'0- 0 of this information asItmay relate toaspe- WEDGES: 2x4 SP #2 in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 7) 30- 1- 0 14) 23- 4- 5 cUlc project and accepts no responsibility or Intact Resistant Covering and/or Glazing Req exercises no control with regard to rabria- handling, shipment and installad"Igne ion of PROVIDE UPLIFT CONNECTION PER SCHEDULE: ------------ TOTAL DESIGN LOADS------------ trusses This truss has been designed a an 1-s Support 1 807# ..TC... FORCE... CSI ..BC... FORCE... CSI Uniform PLF From PLF To individual building component in accordance with Support 2 761# 1- 2 -7558 0.68 20-19 6603 0.71 TC Vert L+D -46 -0-10- 8 -46 40-10- 8 ANSI/TPI 1.1995 and NDS-97 to be incorporated MAX LIVE LOAD DEFLECTION: 2- 3 -7958 0.84 19-18 8446 0.80 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 as part of the building design by a Building L/943 at JOINT #15 3- 4 -10042 0.59 18-17 9361 0.45 Concentrated LBS Location architect proal Designer lrwhen L--0.49" D--0.51" T--1.00" 4- 5 -12191 0.19 17-16 13685 0.64 BC Vert L+D -930 - 13- 1- 8 re approval by h enilding When me:design dingsby n building designer. the design lading shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 -14641 0.24 16-15 13683 0.68 BC Vert L+D -1934 21- 1- 8 must be checked to be sure that the data shown T- 0.54" 6- 7 -13175 0.22 15-14 13413 0.67 ----MAX. REACTIONS PER BEARING LOCATION----- areinagrecmentwith the localbuildingcodes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 -9163 0.46 14-13 8552 0.45 X-LOC Vert Horiz Uplift Y-Loc Type local cZaterecords for wind orsnow loads. T- 0.26" 8- 9 -7344 0.76 13-12 7767 0.97 0- 4- 0 2903 -30 -807 BOT PIN project specifications orspecial applied loads. 9-10 -6976 0.63 12-11 6096 0.86 39- 8- 0 2681 0 -761 BOT H-ROLL unless shown. truss has not been designed for RMB - 1.15 storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at ■ maxtmum spacing of 10'-0' o c Connector plates shall be manufactured from 20 gauge hot dipped gal antzed steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES fMor to fabrication. the fabricator shall review this drawing to verify that this drowing is in conformance with the fabricators plans and to mallm a anllnuing responsibility for such veri- fication Any discreponcles are to be put In writing before cutting or fabrication Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both foces of the lrusa with ne0s fully Imbedded and shall be sysn. about lire Joint unless otherwise shown. A 5A plate is 5- wide x 4' long, A 6x8 plate is 6' wide x 8- long Slots (holes) nin parallel to the plate length specified. Double cuts on web n tubers shall meet at the eenlrold of the webs unless otherwise shown connector plate sizes ore minimum sties based on the form shown •nd may need to be Increased for certain hand- ling and/or erection stresses This truss Is not to be fabricated with fire rctnrdant treated lumber unless otherwise shown. For addition) infortnallon on Duality Control refer to ANSI/TPi 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendation+ are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others Corcful hand. Wag 13 essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during butnllatlon between trusses to avoid toppling and dominaing. The supervision of erection of trusses sh.0 be under the control or persons experienced in the installation of Irusses Professional advice shall be sought if needed. Concentration of construction loads greater than the destgn loads shall not be applied to trusses at any lbne No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. T 2-PLYS REQUIRED 9-11-0 20-2-0 9-11-0 1 2 3 5 6 8 9 1 6.00 1OX10 6X8 1OX10 10X10 6.00 ) :)AD y "" JAD 4X8 3.001 -10-8 r O1 J Q T 5-5-14 0-6-6 T_ 0-8 9-7-11 194-10 9-7-11 I id l9 18 17 16 15 14 1 12 A lI 2903N 8.00" 2681# 8.00" 0-10-8 40-0-0 0� 108 CdgftATES (24) 2X4 J 9301/ j 1934N (RO-ll-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. ,lob: Dwg: WU: ARM Truss ID: C1 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL 32771 which Is a part of the building design and which must be considered by the building designer. Bracing b for lateral truss to buckling length Provisions BC Live 0.0 f ps O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of members only reduce must be made to anchor lateral bracing at ends and specUted locations determined by the building designer. BC Dead (0.0 gf Design Criteria: TPI TOMAS PONCE P.E. Additional brucingofthe overaustructure may berequbed. (SeeHIB-91ofTPn p Code Dese: FLA LICENSE #0050068 frruss Plate Institute. TPI, is baled at 563 D'Onofrio Drive. Madison. Wisconsin 537191 - 1005 VANNFSSA 13g.OVIEDOXI-327613 I TOTAL 33.0 psf V'0 05 02- 31349- ' Design: Afalrit Analysis JOB PATH- C ITEE.LOKUOBSL4RLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: D ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125nph, _________=====Joint Locations=====__________ This design is for an individual building 2x4 SP #1 D 2,3 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 32- 5- 5 13) 20- 0- 0 component and has been based an Information BOT CHORDS: 2x4 SP #2 Bld Type= Enel L. 58.0 ft W= 40.0 ft Truss 2) 3- 9- 5 8) 36- 2-11 14) 11- 7-11 provided by the client. The designer disclaims 2x4 SP #1 D 1, 4 in INT zone, TCDL= 4.2 psf, p BCDL= 6.0 psf 3) 6-11 9) 40- 0- 0 16) 5- 8- 0 any responsibility for damages as a result of faulty ormmrrectinfomution.specNntions WEBS: 2x4 SP #3 Inq)act Resistant Covering and/Or Glazing Req 4) 1- 11- 4- 0 10) 40- 0- 0 1) 0- 0- 0 and/or designs furnished to the tm" designer 2x4 SP #2 5,7 5) 20- 0- 0 11) 34- 4- 0 by the client and the correctness or accuracy SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 28- 8- 0 12) 28- 4- 5 of this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: Support 1 1015# - - --FAX. REACTIONS PER BEARING LOCATION- - -- - clflc project and accepts no responsibility or L/977 at JOINT # 5 Support 2 956# X-Loc Vert Horiz Uplift Y-Loc Type "emisesnocontrol with regard tofabrto- L=-0.47" D=-0.49" T=-0.97" 0- 4- 0 1360 -135 -1015 BOT PIN iron. handling. shipment and btsta0allon of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC... FORCE ... CSI 39- 8- 0 1360 0 -956 BOT H-ROLL bidtvidual building component in accordance with T= 0.59" 1- 2 -3463 0.83 16- 0 2052 0.52 ANSI/TPI I-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3491 0.64 0-15 3046 0.90 as part of the building design by Building T= 0.29" 3- 4 -3643 0.56 15-14 3447 0.79 Designer (registered architect or professional 4- 5 -4159 0.85 14-13 3308 0.79 engineer) Whenmvlewedforapprovalbythe building designer. the design loadings shown RMB = 1.15 5- 6 -4159 0.85 13-12 3308 0.79 must be checked to be sure that the data shown 6- 7 -3643 0.55 12-11 3448 0.76 are in agreement wlththe 1=1building codes. 7- 8 -3492 0.64 11- 0 3046 0.90 local climatic records for wind or snow loads. 8- 9 -3463 0.79 0-10 2052 0.52 Project speelflmtlom 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 conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by ■ properly applied rigid cethng. they should be braced at a maxim= spacing of ID,-W o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify Ihat this drawing Is in conformance with the fabricator's plans and to rallm o continuing responsibility for such veri- flcatlon Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood io Wood hearing. Con- nector plat" shad be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A SN 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 euta on web members shallmeet at the centrold of the webs unle otherwise shown. Connector plate sizes are minfmum sLms 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 trraled lumber unless otherwise shown For additional Inforrallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and emellon recommendations are to be followed in accordance with"Handling Inatailing 8 Bmcing', HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent braetrng for holding trusses In a straight and plumb pars - Ilion and for resisting lateral force shn0 be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses mqutres such temporary bracing during inatahatlon between trusses to avoid topphng and cl=in Lng The supervision of erection of trusses shah be under the control of persons e penenced in the butaBatlon of trusses. Professional advice shah be sought If needed Concentration of construction lads greater than the design lads shah not be applied to Lou— at any time. No Inds other than the welght of the emel.rs shah be applied to trusses until after all fastening and bracing is completed. 1 6-5-3 0-66-6 _T7L I I1-4-0 17-4-0 k114-0 Ilk 1 2 3 5 7 8 9 6.00 5X8 6X8 5X8 - - JA4 3X4 6-2-6 0-6-6 T7� I 3.00 1 1 -3.00 0-8-0 _i i_080 10-11-11 16-8-10 10-11-11 I11 15 14 13 10, 1360// 8.00" .1360# 8.00" 0-10-8 40-0-0 _I 01 10-8 (RO-ll-12) (" (RO-ll-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Miranda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' Truss ID: D y CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Cldk: Date: 10-27-03 TC Live 16.0 psf DurFaC - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 3277 j which is a port of the building design and which must be considered by the budding designer. Bmctng shown is for lateral support of truss to buckling length. Provisions BC Live 0.0 f O.C. Spacing: 24.0" p 9• (407) 321-0064 fax (407) 321-3913 members on reduce must be Ppo only g gt made to anchor lateral bracing at ends and spectfied Iocatloru determined by the building designer BC Dead Ps Design Criteria: TPI g TOMAS PONCE P.E. Additional bracing of the Overall structure may be required (See HIB-91orTrn. Plate 10.0 psf Code Dese: FLA LICENSE #0050068 loos VANNES6A DROVIEDO.F1.32766 rl'nrss Institute. TPI. is loaded at 583 D'Onofrio Drive. Madison. Wisconsin 53719) TOTAL 33.0 psf V•09.05.027 31350- Design: Mmrtr Analysis JOB PATH: CATEE•LOKVOBSURLK HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: D1 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, ........ _=====Joint Locations- ....... ______ This design is for an Individual building 2x4 SP #1 D 2,3 H- 15.0 ft, Its1.00, Exp.Cat. B, Kzt- 1.0 1) 0- 0- 0 7) 32- 5- 5 13) 20- 0- 0 component and has been based on information BOT CHORDS: 2x4 SP #2 Bld Type= Encl L= 58.0 ft W. 40.0 ft Truss 2) 3- 9- 5 8) 36- 2-11 14) 11- 7-11 provided by the client. The designer disclaims 2x4 SP #1 D 1,4 in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 3) 7- 6-11 9) 40- 0- 0 15) 5- 8- 0 any responsibility for damages ua result of WEBS- 2x4 SP #3 Impact Resistant Covering and/or Glazing Req 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 foully or Incorrect Information, specifications and/or designs fumbhedtothe trussdesigner 2x4 SP #2 5,7 5) 20- 0- 0 11) 34- 4- 0 by the client and the correctness or accuracy SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 28- 8- 0 12) 28- 4- 5 of this brformallon u it may relate to ape- MAX LIVE LOAD DEFLECTION: Support 1 1015# ----MAX. REACTIONS PER BEARING LOCATION----- ciflc project and acceps no responsibility or L/977 at JOINT # 5 Support 2 956# X-Loot Vert Horiz Uplift Y-Loc Type exercises no central with regard to fabric.- L=-0.47" D=-0.49" T=-0.97" 0- 4- 0 1360 -135 -1015 BOT PIN Lion. handling. shipment and Installation of tosses This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC...FORCE ... CSI ..BC... FORCE ... CSI 39- 8- 0 1360 0 -956 BOT H-ROLL btdMdual budding component In accordance with T= 0.59" 1- 2 -3463 0.83 16- 0 2052 0.52 ANSI/TPI I-1995and NDS-97tobeincorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3491 0.64 0-15 3046 0.90 as part of the building design by a Building T= 0.29" 3- 4 -3643 0.56 15-14 3447 0.76 Designer (registered architect or professional 4- 5 -4159 0.85 14-13 3308 0.79 engineer). When reviewed far approval by the building designer. the design loadings shown RMB - 1.15 5- 6 -4159 0.85 13-12 3308 0.79 must be checked to be sure that the data shown 6- 7 -3643 0.55 12 -11 3448 0.76 are in agreement with the tool budding codes. 7- 8 -3492 0.64 11- 0 3046 0.90 local dinmticrecords for wind orsnowlands. 8- 9 -3463 0.79 0-10 2052 0.52 project specifications or special applied Inds Unless shown, truss has not been designed for storage or ocoupancy loads. The design assume compression chords (lop or bottom) are continu- ously bmced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at ■ maximum spacing of 10,4r o c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 659. Cmde 40, unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to rcallze a continuing respons bUlty for such ved- flcallon. Any dscrepanclo are to be put in writing before culling or fabrfaUon. plates shad not be Wtaded over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing Con- nector plates shad be located on both faces of Lite truss with nalls fully Imbedded and shad be Byrn. about the joint unless otherwise shown A 5x4 plate s 5' wide x 4' long A Bx8 plate is E wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web rncnibem shad meet at the centrold of the webs unless otherwise shown. Connector plate siz- arc minimum sizes based on the form shown and may need to be Increased for certain hand- ling and/or erection simses. This tzuss is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Irmfortrallan on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ad bracing and erection reconunendatluns arc to be followed in accordance with -Handling lashing d Dmcing. 1110-91 Truss -are to be handled with particular are during banding and bundling. delivery and Wlallallon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resting lateral forces shad be deigned and Installed by others. Careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for trusses require such temporary bracing during butallatlon between trusses to avoid toppling and dominoing. The supervision of erection of truss- shall be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought If needed. Concentration of construcllon loads greater than the design loads shad not be applied to tnsses at any time. No loads other than the weight of the ereclors shad be applied to trusses unW after all fastening and bmctng I, completed. T 6-5-3 0-6-6 TY� I 114-0 k 17-4-0 k 114-0 Ilk 1 2 3 5 7 8 9 0 5X8 6X8 5X8 3X4 -_ -0-8 �I IOU -6 0000 10-11-11 k 16-8-10 k 10-11-11 I 1A 15 14 13 1 I1 1 0 1360# 8.00" 1360# 8.00" 40-0-0 is 00-10-8 CC��0-10-8 ATES (24) 2X4 (R' 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARILK (Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dig' Truss ID: D1 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or stmdar bmcing 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 budding designer. Bracing isfor lateral truss buckling length. provisions BC Live 0.0 psf O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Dead 100 f Design Criteria: TPI TOMAS PONCE P.E. Additional bratcing of the overall structure may be required. fSee HIB-91 ofTPll. . Ps Code Dese: FLA LICENSE #0050068 U'russ Plate Institute. TPI. Isa located at 589 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNFSSA D0.oVIEDo.Pu2768 _ TOTAL 33.0 psf V:09,05.02- 31351- Design: Marro Analysis JOB PATH: CATEE-LOKUOBSURLK HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: E QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V- 125mph, .............. joint Locations =====__________ This design is for an Individual building BOT CHORDS: 2x4 SP #1 D H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 1) 0- 0- 0 7) 31- 6-11 13) 20- 0- 0 component and has been based on Information 2x4 SP #2 2 Bld Type. Encl L. 58.0 ft W= 40.0 ft Truss 2) 4- 2-11 8) 35- 9- 5 14) 12-11-11 provided by the client. The designer disclaims WEBS; 2x4 SP #3 in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 3) 8- 5- 5 9) 40- 0- 0 15) 6- 4- 0 any responsibility for damages as a result of 2x4 SP #2 5,7 Intact Resistant Covering and/or Glazing Req 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 faulty or incorrect information. spectflmtlom SLIDERS: 2x4 SP #2 5) 20- 0- 0 11) 33- 8- 0 and/or designs furnished to the truss designer by the client and the corteenworaccuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 27- 4- 0 12) 27- 0- 5 It this information as it may relate to aspe- L/999 Support 1 981# ----MAX. REACTIONS PER BEARING LOCATION----- .incproject and accepts no responsibility or L--0.46" D=-0.48" T--0.94" Support 2 1005# X-Ltx Vert Horiz Uplift Y-Loc Type escrcises no control with regard to fabna- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1360 71 - 981 BOT PIN lion.handling. shipment and Installation of T- 0.61" ..TC... FORCE... CSI ..BC... FORCE... CSI 39- 8- 0 1360 0 -1005 BOT H-ROLL trusses This truss has been designed as an IndMdual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3582 0.87 16- 0 2071 0.52 ANSIrrPI 1.1995 and NDS-97 to be Incorporated T= 0. 30" 2- 3 -3564 0.65 0-15 3169 0.94 as part of the building design by a Building 3- 4 -3525 0.60 15-14 3440 0.75 Designer (registered architect or professional RMB - 1.15 4- 5 -3726 0.74 14-13 3189 0.73 engineer). when reviewed for appavalbythe 5- 6 -3726 0.74 13-12 3189 0.73 building designer, the design loadings shown 6- 7 -3525 0.62 12-11 3491 0.75 , must be checked to be sure that the data shown are In agreement with the local building codes. 7- 8 - 3564 0.65 11- 0 3169 0.94 foal climatic records for wind or snow loads. 8- 9 - 3582 0.88 0-10 2071 0.52 proIeet specifications or special applied lads. Unless shown, truss has not been designed for . storage or Occupancy loods. The deign assumes compression chords (top or bottom) are antlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rtgid eeWng, they should be braced at a mmarnum spacing of ia4r o e. Connector plate shall be manufactured Irom 20 pugc ha dipped phunized steel meeting ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this dmwmg is in -"form.." with the fabricators plans and to realize o continuing responsibility for such vert- flallon. Any discrepancies are to be put In writing before cutting or fabrication Plates shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for tight fititng wood to wood baring Con- neclor plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown A 5X4 plate is 5' wide x 4' long. A W plate Is B' wide x 8' long, Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown Connector plate sizes ■rc 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 fabrlatcd with Me retardant treated lumber unless otherwise shown For additional information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed inaccordance with "Handling Imlatllng d Bracing% HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itton and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid top=' and dominoing. The supervision of ereeuon of trusses shall be under the control of persons experienced m the tnslallaUon of trusses Professional advice shall be sought If needed. Conentmtlon of construction lads grater than the design foods shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses tmtif nfl- all fnatening and bracing is completed. 12-8-0 k 14-8-0 k 12-8-0 1 2 3 14 5 It 7 8 9 3.00 1 0-8 5X8 2X4 5X8 Q 3.00 3X4- 6-10-6 0-6-6 12-3-11 k 14-0-10 k12-3-11 11 15 .14 13 1 11 0 1360N 8.00" 1360# 8.00" 00-10 8 13 40-0-0 al 0- (RO-11 (110-111-12) -12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.1605 (Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length Provislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer TOMAS PONCE P.E. Addittonal bracing of the Overall structure may be required ISee HIB-91 of TPfi. LICENSE #0050068 rrruss Plate Institute. TPI, b located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Dwg: Dsgfir: TLY Chk: Truss ID: E Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Plt: 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.n9 n5_n2- 31352- Daign: Afafrir Analyin JUH fAIH: L:IIth-LUAUUB5tAKLA I- I I JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: El ATY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Infomullon provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect Inforiation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information a It may relate to a spe- ctflc project and accepts no rmponslbWly or c,xcmises no control with regard to fabrica- tion. handling. shipment and Irulallation of truss". This truss has been designed as an bndlvldunI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated oe part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the design landings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied Inds. Unless shown. truss has not been deslgied for storage or occupancy loads. The design assumes compression chords (top or bottoml are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigid cedin& they should be braced at a it mimurn spacing of lo'.0' o.e. Connector plat" shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwbe shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricolor's plans end to realize a continuing responsibility for such verl- fica0on. Any discrepancies are to be put In writing before cutting or fabrication Plates shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for ugln fitting wood to wood bearing. Can. nectar plat" shall be located on both in- of the truss with rigs fully bnbedded and shag be syrn about Lhejolnt unless otherwise shown. A 5c41 plate is 5- wide x 4' long. A 6e8 plate b 6' wide x 8- long Slots (holesl run parallel to the plate length specified Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mintmum sizes based on the fortes shown and may need to be Increased for certain hand- 0ng and/or erection stresses. Thts truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional unformallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendallons are Io be followed In accordance with 'Handling InstaWng dr 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- Illon and for :"bung lateral forces shelf be designed end Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during bulallallon between trusses to avoid toppling "rid domtnoing. The supervision of erectors of trusses shall be under the control of persons experienced In the Installation of muses Professional advice shag be sought d needed. Concentration of coviLrnelion loads greater Mien the design loads shall not be applied to cusses el any time No lands other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #1 D 2x4 SP #2 2 WEBS: 2x4 SP #3 2x4 SP #2 5,7 SLIDERS: 2x4 SP #2 MAX LIVE LOAD DEFLECTION: L/999 L=-0.46" D=-0.48" T=-0.94" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.61" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.30" RMB = 1.15 WndLod per ASCE 7-98, C&C, V. 125rVh, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 981# Support 2 1005# ..TC... FORCE ... CSI 1- 2 -3582 0.87 2- 3 -3564 0.65 3- 4 -3525 0.60 4- 5 -3726 0.74 5- 6 -3726 0.74 6- 7 -3525 0.62 7- 8 -3564 0.65 8- 9 -3582 0.88 ..BC ... FORCE ... CSI 16- 0 2071 0.52 0-15 3169 0.94 15-14 3440 0.75 14-13 3189 0.73 13-12 3189 0.73 12-11 3441 0.75 11- 0 3169 0.94 0-10 2071 0.52 _________=====Joint Locations==== --- er======e 1) 0- 0- 0 7) 31- 6-11 13) 20- 0- 0 2) 4- 2-11 8) 35- 9- 5 14) 12-11-11 3) 8- 5- 5 9) 40- 0- 0 15) 6- 4- 0 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 8- 0 6) 27- 4- 0 12) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1360 71 -981 BOT PIN 39- 8- 0 1360 0 -1005 BOT H-ROLL 12-8-0 14-8-0 12-8-0 l 2 3 5 7 8 9 Q 5X8 2X4 5X8 74-3 0-6-6 1 T I I°�_Who_8 0-8-0 0 3.00 3X4- 6-10-6 0-6-6 T7� 1 080 12-3-11 14-0-10 12-3-11 I I 1 15 14 13 1 11 0 13601/ 8.00" 1360N 8.00" 0-10-8 40-0-0 1 0� _10-8 jo Cdyi�) ATES (12) 2X4 (110-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing et ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 (Truss Plate Institute. TPI. is located at 5a3 D'Onofrto Drive. Madison, Wbcoruln 53719). 1005 VANNMSA DR.OVIEDO.FL32766 Dwg: Dsgru': TLY Chk: TIC Live 16.0 psr TIC Dead 7.0 psr BC Live 0.0 psr BC Dead 10.0 psr TOTAL 33.0 psr Truss ID: E1 Date:.10-27-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:17'EE-LOKVOBSURLK NCS. 08 20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: F ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V= 125niph, _________=====Joint Locations ----------- =___ This design is for an individual building BOT CHORDS: 2x4 SP #1 D H- 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt- 1.0 1) 0- 0- 0 7) 30- 8- 0 13) 20- 0- 0 component and has been based on Information 2x4 SP #2 2 Bld Type= Encl. L. 58.0 ft W- 40.0 ft Trues 2) 4- 8- 0 8) 35- 4- 0 14) 14- 3-11 provided by the client. The designer disclaims WEBS: 2x4 SP #3 in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 3) 9- 4- 0 9) 40- 0- 0 10 7- 0- 0 any responsibWty for damages as a result of 2x4 SP #2 5,7 Impact Resistant Covering and/or Glazing Req 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 fou)ty, or Incorrect Information. specifications SLIDERS: 2x4 SP #2 5) 20- 0- 0 11) 33- 0- 0 and/or designs furnished to the truss designer by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 26- 0- 0 12) 25- 8- 5 If this information as it may relate to a spe- L/999 Support 1 979# -- --MAX. REACTIONS PER BEARING LOCATION---- - clnc project and accepts noresponsibility or L--0.45" D--0.47" T--0.91" Support 2 1002# X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrtca- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1360 74 -979 BOT PIN and of tbn.hsnThis T= 0.62" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 39- 8- 0 1360 0 -1002 BOT H-ROLL russhasbeendesignshipment designed trusses. This truss has been designed a on individual building component in accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3680 0.90 16- 0 2070 0.50 ANSI/TPI 1.1995 and NDS-97 to be incorporated T= 0.31" 2- 3 -3614 0.67 0-15 3270 0.96 as part of the building design by a Building 3- 4 -3396 0.63 15-14 3417 0.74 Designer (registered architect or professional RMB - 1.15 4- 5 -3373 0.60 14-13 3062 0.69 engneed. When reviewed for approval by the 5- 6 -3373 0.60 13-12 3061 0.69 budding designer. line design loadings shown must be checked to be sure that the data shown 6- 7 -3396 0.65 12-11 3416 0.74 are in agreement with the local building codes. 7- 8 -3614 0.67 11- 0 3270 0.96 iocalclimatic records for wind oranowloods. 8- 9 -3679 0.91 0-10 2070 0.50 project specifications or special applied foods. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conttnu- ousfy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at ■ maximum spacing of 10'.0' o c Connector plates shall be manufactured from 20 gauge hot dipped g.N nL d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator slab revlew this drawing to verify that this drawing is in cordorrnance with the fabrimtoes plans and to realize a continuing responsibility for such veri- 0catlon. Any discrepancies are to be put in writing before culling or fabrication. Plates sha8 not be Installed over knotholes. Wrnts or It grain. Members shall be cut for tight filling wood to wood bearing Con- -tor pLst- shall be located on both faces of tiro 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 piste is 6' wide x 8- long Slots [holes) run parallel to the plate length specified. Double cuts on web members shad meet at the cenlrold 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 homber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and ermilon recommendations are to be followed in accordance with 'Handling Inslailing d 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- Illon and for resisting lateral forces shall be designed and inslaIled by others Careful hand- ling is essential and erection bracing is ahtays required. Normal precautionary action for trusses requbes such temporary bracing during installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentmuon of construction loads greater Ilan the design Inds shall not be applied to trusses at any time. No loads other than the weight of the creators shall be applied to trusses until after all fastening and bracing is completed 7-9-3 0-6-6 .4 I 14-0-0 k 12-0-0 k14-0-0 Ilk l 2 3 14 7 8 9 Q 5X8 2X4 5X8 5X6 JA" .3-4-13 env 5X6 7-6-6 0-6-6 T7� 1 3.00 3.00 080 080 13-7-11 114-10 13-7-11 11 15 14 13 1 11 0 1360# 8.00" 1360N 8.00" 0 108 40-0-0 01( I (RO-11-12) RO-I1-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 scale = 0.1605 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: D55'g: WO: ARLK Truss ID: F y CONTRACTOR. Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not emalon 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 building design and which must be considered by the building designer Bmcing BC LivQ 0.0 ps r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321.3913 shown is for lateral support of truss members only to reduce buckling length. Provisions meat be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psr Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall strlcturemay berequired IseeMB-91ofMI. Code Dese: FLA LICENSE #0050068 frmss Plate Institute. TPI, is located at 583 D'Onofrio Drtve. Madison. Wisconsin 53719). TOTAL 33.0 V:0 02- 31354- ! 1005 VANNF-W DROVIEDOXI-32766 psf .05 Design- Maim Analysis JOB PATH: C:ITEE-LOKUOBSURLK HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: F1 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V- 125niph, _________=====Joint Locations==_..... ____... This design is for an individual building BOT CHORDS: 2x4 SP #1 D H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 30- 8- 0 13) 20- 0- 0 component and has been based on Information 2x4 SP #2 2 Bld Type= Encl L. 58.0 ft W- 40.0 ft Truss 2) 4- 8- 0 8) 35- 4- 0 14) 14- 3-11 provided by the ellent. The designer disclaims WEBS: 2x4 SP #3 in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 3) 9- 4- 0 9) 40- 0- 0 15) 7- 0- 0 any responsibility for damages as a result of 2x4 SP #2 5,7 Impact Resistant Covering and/or Glazing Req 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 faulty orincormetinformation. specifications and/or designs fumished to the truss designer SLIDERS: 2x4 SP #2 5 ) 20- 0- 0 11) 33- 0- 0 by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 26- 0- 0 12) 25- 8- 5 of this wormatlon as It may relate to a spe- L/999 Support 1 979# ----MAX. REACTIONS PER BEARING LOCATION----- eBlcprojectandacceplsnoresponslbWtyor L=-0.45" D=-0.47" T=-0.91" Support 2 1002# X-Loc Vert Horiz Uplift Y-Loe Type exemisti no control with regard to fabrics- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1360 74 -979 BOT PIN trusses. This truss hasshipment and trusses. This truss has been designed a on T= 0.62" ..TC...FORCE... CSI ..BC... FORCE ... CSI 39- 8- 0 1360 0 -1002 BOT H-ROLL individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3680 0.90 16- 0 2070 0.50 ANSIMI 1- 1995 and NDS-97 to bemcorponted T= 0.31" 2- 3 -3614 0.67 0-15 3270 0.96 as part of the building design by a Building 3- 4 -3396 0.63 15-14 3417 0.74 Designer (registered architect or professlonal RMB = 1.15 4- 5 -3373 0.60 14-13 3062 0.69 engineer). When revtewedfor approval bythe building designer. the design loadings shown 5- 6 -3373 0.60 13-12 3061 0.69 must be checked to be sure that the data shown 6- 7 -3396 0.65 12-11 3416 0.74 are in agreement with the local bu8dingcodes. 7- 8 -3614 0.67 11- 0 3270 0.96 local climatic records for wind or now loads. 8- 9 -3679 0.91 0-10 2070 0.50 project speelflallons 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 arc not fully braced laterally by a properly applied rigid ceWng, they should be braced at ■ maximum spacing of 10'4r o c. Connector plat" shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASFM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrtator's plans and to realize a continuing responsibility for such veri- Ilentlon. Any discrepancies arc to be put In writing before culling or fabrication. Plates shall not be Installed over knotholes. Imota or distorted grain Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both fan of the truss with nabs fully Imbedded and shall be sym about the joint unless otherwise shown A Sx4 plate is 5' wide x 4- long A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to tine plate length speeined. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown Connector plate sizes arc minimum sizes based on the forces shown and may need to lx increased for certain hand - Ling and/or erection stresses This truss is not to be fabricated with fire retardant healed lumber unless otherwise shown. For additional information on Quality Control rider to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Instamng A Bracing-. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and installed by others Careful hand- Ung is essential and erection bracing is always required. Normal precautionary action for I russes requires such temporary bracing during Installation between trusses to avoid toppling and donntnobng The supervision of ereallon of trusses shall be under the control of persons experienced in the Wallatlon of trusses Professional advice shall be sought If needed. Concentration of construction lads greater than the design lads shall not be applied to truss" wt any one. No lads other than the weight of the erector shall be applied to trusses untI] after all fastening and bracing I. completed. 14-0-0 12-0-0 14-0-0 1 2 3 5 7 8 9 5X8 2X4 5X8 7-9-3 0-6-6 ie 13 U 0-8-0 3.00 7-6-6 0-6-6 T7� I 080 13-7-11 114-10 k 13-7-11 1 1 15 14 13 112 Ili 0I 1360# 8.00" 1360# 8.00" 0-10-8 L. 40-0-0 00-10-8 CdMAITES (12) 2X4 (R' 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 11 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-OO(A Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32768 READ ALL NOTES ON THIS SHEET A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speeNed locations determined by the building designer. Additional bracing of the Overall structure may be required (See HIB-91 of TPI(. rrmss Pale Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: ARLK Dtvg: Truss ID: F1 Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psr O.C. Spacing: 24.0" BC Dead 10.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V:0 .05 02- 3 355- 1 Detign. Afmru Attdfyin JOB PATH: CA7'F-E-LOKUOBSUBLK HCS: 0820.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: G 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CaC, V- 125ffph, .............=Joint Locations--------------- This design is for an individual building BOT CHORDS: 2x4 SP #2 H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 1) 0- 0- 0 6) 24- 8- 0 11) 32- 2- 3 component and has been based on information 2x4 SP #1 D 1,5 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss 2) 5- 1- 5 7) 29- 9- 5 12) 24- 4- 5 provided by the client. The designer disclaims WEBS: 2x4 SP #3 in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf 3) 10- 2-11 8) 34-10-11 13) 15- 7-11 any responsibility for damages as a result of SLIDERS: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 15- 4- 0 9) 40- 0- 0 14) 7- 9-14 faultyand/ r incorrect Information.specificationstrulscs sign MAX LIVE LOAD DEFLECTION: 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 and/or designs furnished to the crass designer by the client and -the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- Ofthistnformnauonasitmayrelatetoaspe- L=-0.46" D=-0.47" T--0.93" Support 1 976# X-Loc Vert Horiz Uplift Y-Los Type tint project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 999# 0- 4- 0 1360 77 -976 BOT PIN exercises no control with regard to fabrics- T= 0.66" 39- 8- 0 1360 0 -999 BOT H-ROLL Lion. handling, shipment and installation of trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC... FORCE... CSI ..BC... FORCE... CSI Individual building component in accordance with T- 0. 32" 1- 2 -3763 0.94 IS- 0 2065 0.50 ANSI/TPI I-1995and NDS-97tobeincorporated 2- 3 -3649 0.72 0-14 3357 0.96 as part of the building design by a Building RMB - 1.15 3- 4 -3265 0.65 14-13 3380 0.96 Designer (registered architect or professional engineer!. when reviewed for approval by the 4- 5 -2994 0.51 13-12 3062 0.75 building designer. the design loadings shown 5- 6 -2944 0.51 12-11 3380 0.96 must be checked to be sure that the data shown 6- 7 -3265 0.67 11- 0 3357 0.96 arc in agreement with the local building codes. 7- 8 -3649 0.72 0-10 2064 0.50 local climatic records for wind or snow loads, 8- 9 -3763 0.95 project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rgpd ceiling. they should be braced I o maximum spacing of 10'-0- o c. Connector plates shall be manufactured from 20 gpuge hot dipped ga Noni d steel meeting ASTM A 653. Grade 40. unless otherwise shown. 154-0 94-0 I54-0 FABRICATION NOTES t 2 3 5 7 8 9 Prior to fabrl Lion. the fabricator shall review this drawing to verify that this drawing is In Q _ Q conforonce with the fabricators plans and to realue o continuing responsibility for such veri- 4X6 3X4 4X6 flcation. Any discrepancies are to be put in writing before cutting or fabrcstlon Plat" shall not be installed over knotholes. knots or distorted grain. Members shall be cut far tight ntw,g wood to wood bearing. Con- 3X4 3X4 nectar plat" shall be bcated on both faces of the truss with ..its fully imbedded and shall bern sy. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A axe ptate b s- wide x 8- long Slots (holes) run parallel to 8-5-3 6X8 6X8 8-2-6 the plate length specified. Double cuts on web 6XIiF 6X 12 members shall meet at the centroid of the webs unless otherwise shown. Connector plate sues 0-6-6 0-6-6 are mintrnum sues based on the fortes shown 6X8 and may need to betafor certain hand- 6X8 wing and/or erection stresses. This truss Is not imbbe er unless oted herwise retardant Florraadditional 5X6 3X4 3X4 3-8-15 3X4 3X4 5X6 informa Ill. an Quality Control refer to ANSI/TPI 1.1995 3.00 I1 -3 00 00-8 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling 14-11-11 8-8-10 14-11-11 InstaWng D Bracing, HIB-91. Trusses are to I 1 be handled with particular tare during banding 1 14 13 112 10 and bundling. delivery and installation to avoid 1360# 8.00" damage. Temporary and permanent bracing 1360# B.00" for holding trusses In a straight and plumb pos- 00-10-8 0L, 10'8 Rion and for resisting lateral forces shall be (RO-11-12) 40-0-0 I (R011-12) designed and Installed by others. Careful hand - Ling is essential and erection bmcmg is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 required. Normal precautionary action for trusses requires such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job:WO: ARLK Installation between trusses to avoid toppling and dominomg. The supervision of _Ls of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G Incas" shall be under the control of persons (Maronda Systems experienced In the Irut.tlauon of truss". Dsgnr: TLY Chk: Date: 10-27-03 Prof"„anal advice shall be sought If needed. CONTRACTOR. Concentration of construction loods greater BRACING WARNING: TC Live 16.0 psr DurFae - Lbr: 1.25 than the design loads shall not be applied to 4005 MARONDA WAY trusses at any lime No bads other than the Bracing shown an this drawing is not erection bracing. wind bracing. port.] bracing or sbnll- bracing TC Dead 7.O psr DurFae - Pit: 1.25 weight of the ereetora shall be applied to SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live O.O r O.C. Spacing: 24.Orr trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of wss members only to reduce buckling length Provisions must be ps is completed made to "chat lateral bracing at ends and specllled locations delernined by the building designer. BC Dead IO.O r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the Overall strcturemay berequired. ISeeHIB-91of,Pn. PS Code Dese: FLA LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). loos vANNESSA DR.OVIEDO.f132765 TOTAL 33.0 psf V:09.05.02- 31356- 10 Design. MarrEr Analysis JOB PATH: CATEE.LOKVOBSIARLK HCS: 018.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: G1 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V. 125h, == __====Joint Locations ...==___===== This design is for an inddual building BOT CHORDS: 2x4 SP #2 Her 15.0 ft, I= 1.00, E7tp. Cat. B, Rzt= 1.0 1)��.0- 0- 0 6) 24- 8- 0 11) 32individual component and has been based on Information 2x4 SP #1 D 1.5 Bld Type. Encl L. 58.0 ft W= 40.0 ft Truss 2) 5- 1- 5 7) 29- 9- 5 12) 24- 4- 5 provided by the cllent. The designer disclaims WEBS- 2x4 SP #3 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 10- 2-11 8) 34-10-11 13) 15- 7-11 any reponslbWty, for damages as a result of SLIDERS: 2x4 SP #2 Inpact Resistant Covering and/or Glazing Req 4) 15- 4- 0 9) 40- 0- 0 14) 7- 9-14 faulty or Incorrect Information, specifications and/or designs furnished tothe tru,isdesigner MAX LIVE LOAD DEFLECTION: 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 by the anent and the rnrcclness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Won -nation as it may relate to a spe- L.-0.46" D=-0.47" T=-0. 93" Support 1 976# X-Loc Vert Horiz Uplift Y-Loc Type cdic project and accepts no reponslbWty or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 999# 0- 4- 0 1360 77 -976 BOT PIN exercises no control with regard to fabrica- T= 0.66" tlon. hanThis shipmentbeen and designed a of MAX HORIZONTAL LIVE LOAD DEFLECTION: 39- 8- 0 1360 0 -999 BOT - H-ROLL wsses This wss has been deigned as on .. TC... FORCE ... CSZ .. BC... FORCE ... CSI Individual building component in accordance with T- 0.32" 1- 2 -3763 0.94 15- 0 2065 0.50 ANSI/TPI1.1995 and NDS-97 Lobe incorporated 2- 3 -3649 0.72 0-14 3357 0.96 ns part of the building deign by o Building RMB to 1.15 3- 4 -3265 0. Designer (registered architect or professional 14-130. engLneeri. When reviewed for approval by the 4- 5 -2944 0.51 13-12 3062 62 0.75 building designer. the deign loadings shown 5- 6 -2944 0.51 12-11 3380 0.96 must be checked to be sure that the data shown 6- 7 -3265 0.67 11- 0 3357 0.96 are in agreement with the local building codes. 7- 8 -3649 0.72 0-10 2064 0.50 local c1lmaUc records for wind or snow kinds. 8- 9 -3763 0.95 pr J-t sp rincr'lons or special applied loads Unless shown. truss has not been deigned for storage or occupancy bads The deign assume colnpresslon chords (lop or bottom) am continu- ously braced by sheathing unless otherwise specified. Where bollom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a m_tnturn spacing of 10'-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped gplmntzed steel meeting ASTM A 653. Grade 40. unless! otherwise shown. 154-0 94-0 15-4-0 FABRICATION NOTES t 2 3 5 7 8 9 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in 0 -� conformance with the fabrialors plans and to -6.00 realize a continuing responslbWty for such veri- 4X6 3X4 6X8 flcolion. Any discrepancl" are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight filling wood to wood bearing. Con- 3X4 3X4 nector plate e shall be located on both facof the truss with nails fully Imbedded and shall be sym about the joint unless otherwise shown A T 5x4 plate is 5' wide x s' long A Bx8 plate Is 6' wide x 8- long Slots (holes) run parallel to 8-5-3 6X8 6X8 8-2-6 the plate length specified. Double cuts on web 6X 12 6X12 members shall meet at the centrold of the webs unless otherwise shown. Connector plate size 0-6-6 0-6-6 ■re minimum size lased on the force shown and may need to be Increased for certain hand- 6X8 6X8 ling and/or erection strove. This truss is not to be fabricated with fire retardant treated 3X4 lumber unless othenvlae shown. For addlttortal � [6X81 3X4 3-8-15 Wormsllon on Quality Control refer to 3X4 I6X81 ANSUTPI1.1995 in 13-1W%0 3X4 I 3.00 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling InslaWng A Bmcing . HIB-91 Trussesare to be handled with particular are during banding and bundling, delivery and Wlallatlon to amid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting Lateral forces shall be designed and Instaaed by others. Careful hand - Ling is essential and erection bracing Is always required. Normal precautionary action for truss" requlres such temporary bncmg during Installation between truss" to ovoid loppfi g and dominoing The supervision of erection of wss" shell be under the control of persons experienced in the Installation of truss". Professional advice shall be sought 8 needed. Concentration of construction Inds greater I han the design loads shall not be applied to t ruse at any time. No Inds other than the weight of the erectors "limn be applied to truss" until after all fastening and bracing is completed. 0-8 14-11-I1 8-8-10 14-11-11 Il 14 13 1 11 0 1360# 8.00" 1360# 8.00" 0-10-8 L 40-0-0 -10-8- 0- C(S�AITES (12) 2X4 (RI 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK (Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G1 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bmcing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFacc - Pit: 1.25 SANFORD. FL. 32771 which Is apart of the building deign and which must be considered by the building d"Igner. Bracing shown la for tsleml support of truss to buckling length. BC Live 0.0 f O.C.,7`f•facln of .t.On Spacing: 24 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. members on reduce Provisions must be N g l bracing made to anchor lateral bracing at ends and may be re locations determined by the building designer. Additional bracing of the wenu structure n,ay be required. (see HIB-sl af,pn BC Dead 10.0 f � Design Criteria: TPI g LICENSE #0050068 [Truss Plate Institute. TPI, b located at 583 D'Onofrio Drive. Madison. Wisconsin 537191 Code Desc: FLA 1005 VANNESSA D0.0VIEDOYI-37786 TOTAL 33.0 psf V:09.05.02- 31357- 1 Design: Marru Analysts JOB PATH CATEE-LOWOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: H QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, .... =...... -Joint Locations =====____=_____ This design is for an individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 1) 0- 0- 0 6) 28-10-11 11) 23- 0- 5 component and has been based on information 2x4 SP #1 D 1,5 Bld Type. Encl L. 58.0 ft W= 40.0 ft Truss 2) 5- 6-11 7) 34- 5- 5 12) 16-11-11 provided by the client. The designer disclaims WEBS: 2x4 SP #3 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 11- 1- 5 8) 40- 0- 0 13) 8- 5-14 any responsibility for damages as a result of 2x4 SP #2 5 Impact Resistant Covering and/or Glazing Req 4) 16- 8- 0 9) 40- 0- 0 14) 0- 0- 0 faulty or Incorrect information. specifications and/or designs furnished to the truss designer SLIDERS: 2x4 SP #2 5) 23- 4- 0 10) 31- 6- 3 by the client and the correct-sor accuracy MAX LIVE LOAD DEFLECTIONi PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- Ofthis information as it may relate to a spe- L/999 Support 1 964# X-Loc Vert Horiz Uplift Y-LOc Type cNc project and accepts no responslbWly or L=-0.46" D=-0.47" T=-0.93" Support 2 988# 0- 4- 0 1360 44 -964 BOT PIN cxerctso no control with regard to fabric`- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 39- 8- 0 1360 0 -988 BOT H-ROLL lion, handling. shipment and Installation of trusses This truss has been designed as an T= 0.67" .. TC... FORCE... CSI .. BC... FORCE... CSI InclMduaIbulldingcomponent inaccordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3823 0.98 14- 0 2059 0.51 ANSI/TPI 1- 1995 and NDS-97 to be Incorporated T= 0.33" 2- 3 -3661 0.80 0-13 3419 0.96 as part of the building design by a Building 3- 4 -3122 0.65 13-12 3326 0.96 Designer (registered architect or professional RMB = 1.15 4- 5 -2804 0.56 12-11 2801 0.65 engineer). When reviewed for approval by the 5- 6 -3125 0.67 11-10 3326 0.96 building designer. the design loadings shown must be checked to be sure that the data shown 6- 7 -3661 0.80 10- 0 3419 0.96 are In agreement with the local building cod". 7- 8 - 3823 0.98 0- 9 2059 0.51 local climatic records for wind or snow fonds. project specifications or special applied loods. Unless shown. truss has not been designed for storage or occupancy loads The design assumes compression chords hop or bottaml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied r1gW ceiling. they should be braced at ■ maximum spacing of 10'-0- o c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 16-8-0 6-8-0 16-8-0 Grade 40. unless otherarise shown 1 2 3 6 7 8 FABRICATION NOTES Prior to fabrication. the fabricator shall rcvlcw this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing resporulbWly for such verl- Hcallon. Any discrepancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fltttng wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A ex8 plate is 6" wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web member shall meet at the cenlrold of the webs unless otherwise shown. Connector plate at.- orc minimum sizes based on the form shown and may need to be increased for certain hand - Wig and/or erection droves This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing S Bracing-. HIB-91. Trusses are to be handled with particular care during bonding and bundling. delNery and butallatlon to avoid damage. Temporary and pemnanent bracing for holding trusses in a straight and plumb pas - Ilion and for resisting lateral farces shall be designed and Walled by others. Careful hand - Wig is essential and erection bracing is always required Normal precautionary action for trusses mqubes such temporary bracing during Installation between truss" to avoid toppWtg and domtnoing. The supervision of erection of tnr cs shall be under the control of persons e<pertenced in the Wlallallon of busses. Professional advice shall be sought if needed. Concentration of corutruelion loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welghl of the erectors shall be applied to trusses un,U after all fastening and bracing I, completed. 9-1-3 0-6-6 0 5X8 4X6 6.00 16X81 "' q-v-fa 16X81 3X4 3.00 I 0-8-0 3.00 8-10-6 0-66-6 _L 080 16-3-11 6-0-10 16-3-11 I 1 11 13 1 11 10 9 1360# 8.00" 1361N 8.00" 0-10 8 in 0-10-8 (RO-I1-12) l 40-0-0 (RI 0-I1-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFS.SA DROVIED0.1`I_32766 WAKNIN(rr: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bmcing at ends and specified locations determined by the building designer Addluonal bracing of the over-all structure may be required. (See HIB-91 of TPI) frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wismmtn 537191. Eng. Job: WV: AKLK Dwg: Truss ID: H Dsgiv: TLY Calf: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v-no n-1; n7- 11 IRA. 1 Design' Matru Amlyris JOB PATH- CATEE-LOKUOBSURLK HCS: 08.20.02 I I JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: I QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect udormation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infomnallon as It may relate to ■ spe- clllc project and accepts no responsibility or exercbes no control with regard to fabrica- tion• handling, shipment and Installation of trusses. This truss has been designed as an indMduaI building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design Imdings shown must be checked to be sure that the data shown are In agreemari with the local building codes. 1=1 climatic records for wind or snow Imds, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chards hop or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced lalemlly by a properly applied rlgd celling, they should be braced at ■ maximum spacing of 10'-0- o.c Connector plates shot] be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmvdng is In conformance with lire fabncators plans and to realize a continuing responsibility for such verl- llcullon. Any discrepancies are to be put In writing before cutting or fabrication Plates shot] not be installed over knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be s)-- about the joint unless otherwise shown A 5x1 plate is 5- vide x 1- long. A 6x8 plate Is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes re minimum sues based on the forces shown and may need to be increased for certain hand- ling and/or erecllon stress- Ths truss is not la be fabricated with fire mtnrdant treated lumber unless otherwise shown. For addltlonal adormation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES At] bracing and erection recommendallons are to be followed In accordance with 'Handling Installing A BraeIng•', HIB-91. Trusses are to be handled with particular core durtng handing and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding truss- in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Walled by others. Careful hand - Unit is essential and erection bracing is always requbed. Normal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing The supervslon of emellon of lrners ses shall be under the control of pons orperienced In the installation of trusses Professional advice shall be sought d needed. Concentration of construction Imds greater than the deslgr loads shall not be applied to trusses at any time. No Imds other than the weight of the erector shall be applied to trusses until after all fastening and bmcing is completed TOP CHORDS: 2x4 SP #2 2x4 SP #2 D 1,5 BOT CHORDS: 2x4 SP #2 2x4 SP #1 D 1,5 WEBS- 2x4 SP #3 2x4 SP #2 3,5,7 SLIDERS: 2x4 SP #2 MAX LIVE LOAD DEFLECTION: L/999 L=-0.46" D=-0.48" T=-0.93" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.68" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.33" RMB - 1.15 9-5-11 0-6-6 0-8 WndLod per ASCE 7-98, C&C, V- 125niph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 954# Support 2 978# .TC ... FORCE ... CSI 1- 2 -3846 0.88 2- 3 -3661 0.82 3- 4 -3019 0.67 4- 5 -2729 0.51 5- 6 -3021 0.69 6- 7 -3660 0.82 7- 8 -3846 0.88 ..BC...FORCE ... CSI 14- 0 2060 0.51 0-13 3445 0.95 13-12 3295 0.96 12-11 2726 0.64 11-10 3296 0.95 10- 0 3445 0.95 0- 9 2060 0.51 ------- =_=====Joint Locations ======..... =... 1) 0- 0- 0 6) 28- 4-11 11) 22- 2- 0 2) 5- 9-11 7) 34- 2- 5 12) 17-10- 0 3) 11- 7- 5 8) 40- 0- 0 13) 8-11- 0 4) 17- 5- 0 9) 40- 0- 0 14) 0- 0- 0 5) 22- 7- 0 10) 31- 1- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1359 44 -954 BOT PIN 39- 8- 0 1359 0 -978 BOT H-ROLL 17-5-0 1 k 5-2-0 k 17-5-0 Ilk I 2 3 6 7 8 0 5X8 4X6 -6 00 16XSj - 141-,7-8 - [6X81 3.00 I 13.00 9-2-14 0-6-6 TT� I 080 17-2-0 4-4-0 17-2-0 I 1 1 13 1 11 10 9 1360# 8.00" 1360# 8.00" 0�-10-8 0-10-8(R0-11-12) I io 40-0-0 (RI 0-11=12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1605 (Maronda Systems WARNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing s not erection bracing. wind bracing, portal bracing or similar bracing SANFORD. FL. 32771 which s a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length Pruvslons must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and speclfled lccallons determined by the building designer. Additional broeing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 rrruss Plate Institute. TPI. s located at 589 D'Onofrto Drive. Madison. Wisconsin 53719). 1005 VANNFSSA DROVIEDO.FL3276e Eng. Job: WV: ARM Dwg: Truss ID: I Dsgnr: TLY CIA: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05 02- 31 359- 1 Design, Afarrir Anolyin JOB PATH: CATEE-LOKVOBSL4RLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: J QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CeC, V. 125mph, ------ ========Joint Locations=====_= ... __... This design is for an Individual building BOT CHORDS: 2x6 SP #2 Ha,15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 component and has been based anWormation WEBS: 2x4 SP #3 Bld Type. Enel L= 58.0 ft W= 14.3 ft Truss 2) 7- 4- 0 5) 13- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 14- 4- 0 6) 7- 2- 4 any rwponslbWty for damages as a result of WEDGES: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req faulty or trncormct information. specifications and/or designs furnished to the truss designer MAX LIVE LOAD DEFLECTION: ------------ TOTAL DESIGN LOADS ------------ by the chant and the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Uniform PLF From PLF To of this Wonnation as it may relate to spe- L=-0.08" D= 0.03" T=-0.05" Support 1 692# TC Vert L+D -46 -0-10- 8 -46 14- 4- 0 clfle project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 603# BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 exercises no control with regard to fabrics- lion. handling. shipment and irutatlatlon of T= 0 . 02" Concentrated LBS Location trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC...FORCE... CSI ..BC...FORCE ... CSI BC Vert L+D -930 13- 0- 0 individual building component In accordance with T= 0.03" 1- 2 -792 0.37 7- 6 649 0.26 ----MAX. REACTIONS PER BFARING LOCATION----- ANSI/TPI I.1995and NDS-97tobeIncorporated 2- 3 -1539 0.48 6- 5 639 0.41 X-Loc Vert Horiz Uplift Y-Loc Type as pan of the building design by o Building RMB = 1.00 5- 4 1319 0.50 0- 4- 0 608 12 -692 BOT PIN Designer Iregstered architect or professional 14- 2- 3 1307 0 -603 BOT H-ROLL engmeed. When reviewed for approval bythe 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 Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are mnttnu- ousy braced by sheathing unless otherwise 7-4-0 7-0-0 specified. Where bottom chords in tension are 1 3 not fully braced laterally by a property applied rigid calling. they should be braced at a maximum spacing of I U.0' o c. Connector Q plates shall be manufactured from 20 gauge hot 6.00 _ dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown 4X6 FABRICATION NOTES Prior to fabrication. the fabricator shoo ravlew this dmwtng to verify that this drawing is In conformance with the fabrimtoes plans and to realize a continuing respenslbWty for such van. Reation. Any discrepancies are to be put In writing before cutting or fabrication Plates shah not be tnstahed over knotholes. Iuois or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shah be located on both faces of the trams with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shah meet at the centrold of the webs unless otherwise shown. Connector plate sizes ore mInlm— sizes based on the forces shown and may need to he Increased for certain hand- ling and/or erection stresses This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance with 'Handling Installing a Bracing-. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forces shah be designed and bnstahed by others. Careful hand- Wng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InMatlon between trusses to avoid to III and domutahng The supervIslon of ereclbn of trusses shall be under the control of persons experienced In the Installation of trusses Professional advice shall be sought 6 needed. Concentration of construction loads greater than the design loads shah not be applied to trusses at any time No loads other than the welght of the erectors shah be applied to trusses until after all fastening and bracing is completed. 4-5-3 4-2-6 0-6-6 T7 0-8-6 1 SX63X6 2X4 2X4 6X8 P9 R 14-4-0 7 6 5 4 609a 8.00" 1308a 3.62" 14 (RO-11-12) 0-10-8 14-4-0 93oa EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4405 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: ARM Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Cltk: Date: 10-27-03 TC Live 16.0 psf DurFOC - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bmcing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral truss buckling length BC Live 0.0 ps f O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 ps r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the weraB structure may be requi d (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 (truss Plate Institute. TPI. Is located at 583 D'Onofno Drive. Madison. Wlsmnstn 53719) 1005 VANNE58A DP-OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 3 360- 1 Design: Matrix Atmfysir JOB PA771: C:ITEE-LOKUOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: K ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125niph, _________=====Joint Locations===== .... _____= This deslgl is for an Individual building BOT CHORDS: 2x4 SP #2 H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 component and has been based on Information WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W. 13.0 ft Truss 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 provided by the ellent_ The designer disclaim WEDGES: 2x4 SP #2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 7- 4- 0 6) 13- 0- 0 any responsibility for damagesasnresult of Irrpact Resistant Covering and/or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION ----tions - Inished tloth trues designer faulty or incorrect furnished and/or designs (umished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-LOC Vert Horiz Uplift Y-LOC Type by the client and the coneciness or accuracy Support 1 446# ..TC... FORCE... CSI ..BC... FORCE... CSI 0- 4- 0 475 42 -446 BOT PIN If this information as it may relate to a spe- Support 2 413# 1- 2 -571 0.22 8- 7 477 0.21 12-10-12 422 0 -413 BOT H-ROLL ciflc project and accepts no rcponslbWty or MAX LIVE LOAD DEFLECTION: 2- 3 -431 0.19 7- 6 -327 0.18 exerctses no control with regard to rabrio- L/999 3- 4 449 0.20 lion, handling. shipment and Installation of trusses This truss has been designed as an L=-0.01" D=-0.01" T=-0.02" 4- 5 27 0.13 individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0. 01" as pan of the building design by a Bui]ding MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer (registered architect or professional Tv 0 . 01" engineer). When reviewed for approval by the building designer. the design loadings shown RMB = 1.15 must be checked to be sure that the data shown are In agreement with the local building codes. local dlmatic ow records for wind or snloads. pmject specifications or special applied Inds. Unlw shown. truss has not been designed for storage or occupancy loads. The design ossumo compresslon chords (top or bottom) are contbtu- 74-0 5-8-0 2 4 5 ously braced by sheathing unless otherwise specified Where bottom chords In tension are 1 not fully braced laterally by a property applied rigid ceiling. they should be braced at ■ Q _ Q moxunum spacing of 10'-(roc. Connector platn shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a'continuing responslbilily for such veri- fication. Any discrepancies are to be put In 2X4 3X4 writ trig before cutting or fabricalion. Plates shall not be installed ever knotholes. Imots or distorted grain. Members shall be cut \ 4-2-6 for tight fitting wood to wood hearing Con- 4-5-3 nector plates shall be located on both faces of 2X4 the truss with nulls fully imbedded and shall be sym about the joint unless otherwise shown A 5x4 plate is 5- wide x 4- long. A Bx8 plate is 6' wide x it long Slots (holes) run parallel to 0-6-6 the plate length specified. Double cuts on web member shall meet at the cenlrold .(the webs lei-6 unless otherwise shown. Connector plate sizes are minimum sizes based on the forcm 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 T T 5X6 3X8 3X4 lumber unless otherwise shown. For additional . information on Quality Control refer to ANSI /TPI 1.1995 PRECAUTIONARY NOTES Ail bracing and erection mcommendatloru arc to be followed in accordance with 'Handling installing n Bracing-. HI8-91. Trusses are to be handled with particular care during banding and bundWg. delivery and WtaBatlon to avold damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral force shall be designed and mstalled by other Careful hand- ling is essential and erection bmctng is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and d—t—Eng The supervision of erection of trusses shall be under the central of persons experienced in the installation of trusses Professional advice shall be sought If needed Concentrauon of conatruetion Inds greater Ihan the design loads shag not be appbed to trusses at any tune. No loods other than the weight of the erectors shall be applied to busses until after all fastening and bracing Is completed 13-0-0 8 7 6 476a 8.00" 423# 2.50" 0-10-8 1 �10 _� 13-0-0 (RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4740 Imaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-(X)64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.Ft-52766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provt3lons must be made to anchor lateral bmcing at ends and specified lomtions determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191 Dwg: Dsgnr: TLY Chk: Truss ID: K Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 31361- 1 Design: Afairit Analysis JOB PATH. C:ITEE-LOKVOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 100 UPLIFT D.L. WO: ARLK WE: TI: L ATY:1 1 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibWly for damages as a result of faulty or Incorrect Womtallon, spec6lmlions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information u It may relate to a spe- .Ic project and accepts no responsibility or exercises no control with regard to fabdm- Uon, handling. shipment and Wtailallon 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 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 codes. ,oral climatic records for wind or snow bads. ploject specifications or special applied loads. Unless shown. truss has not been designed for storage or Occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a property applied rlgld ceding, they should be braced at ■ maximum spacing of 10'-0- o c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing respomibWty far such veri- fication. Any discrepancies are to be put in writing before culling or fabrication. plates shall not be instn8ed Over knotholes. knots or distorted grain. Members shall be cut for Light Dlting wood to wood bearing Con- nector plates shall be located on both faces of the truss with reads fully imbedded and shall be sym. about lhejoinl unless otherwise shown. A 5.4 plate is 5- wide a 4- long A fix8 plate s 6' wide x 8- long Slos tholes) run pamUel to the plate length specified Double cuts on web members shop meet at the cenlrold of the webs unless otherwise shown. Connector plate sues are mintmum sues bnsed on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss I. not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mfonnallon on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornm—dollons are to be followed in accordance with -Handling Installing A Bracing-. HIB-91. Tresses 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 o straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing is essential and erection bracing s ■hvays required. Normal precautionary action for trusses requires such temporary bracing during uslallatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons cxperienced lot the Installation of trusses Professional advice shall be sought If needed. Concentration of construcUon loads grmler titan the design loads shall not be applied to trusses at any time. No loods other than the welght of the ermtors shall be applied to it usses until after all fastening and bmctng s contpletcd. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 394# Support 2 347# MAX LIVE TOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 End vertical (a) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V. 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W. 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf I>:ipact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -566 0.17 7- 6 -483 0.21 2- 3 -432 0.18 6- 5 0 0.17 3- 4 -359 0.30 ........ ======Joint Locations=====___=______ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Doc Type 0- 4- 0 475 172 -394 BOT PIN 12-10-12 422 0 -347 BOT H-ROLL 74-0 5-8-0 1 2 4 0 4X6 3X4 2X4 4-2-6 4-5-3 0-6-6 Lz=—z 5X6 3X8 2X4 I 1 13-0-0 11 7 6 5 476# 8.00" 423N 2.50" 0-10-8 _I 13-0-0 (RO-11-12)-12) "j EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.4740 rMaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing s not erection bracing. wind bracing. portal bracing or similar bracing Eng. Job: D g -. Ds Ilr: TLY Chk: WU: AK1-R Truss ID: L Date: 10-27-03 TICLive 16.0 psr TIC Dead 7.0 psf DurFaC - Lbr: 1.25 DurFac - Pit: 1.25 4005 MARON DA WAY SAN FORD. FL. 32771 which is a part of the building design and which must be considered by the building designer Bracing BC Live 0.0 r (� O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 sit—, s for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing al ends and specified locations determined by the building designer. BC Dead 10.0 PSI`Design Criteria: TPI TOMAS PONCE P.E. Additional bracing or the overall structure may be required. (See HIB-91 of TPII Code Desc: FLA LICENSE #0050068 frruss Plate Institute. TPI, is located ■1 583 D'Onofrlo Drive. Madison. Wisconsin 53719) TOTAL 33.0 psf V:0 05 02- 3 362- 1 1005 VANNESSA DR.OVIEDO.FLs2766 Derign: Mwrir Anaf)7is JUH YAIH: L:I/GG-LUAVUU3IAK1.A JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: L1 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x8 SP #2 This 1-PLY truss designed to carry ......... =====joint Locations =====__________ This design is for an Individual building BOT CHORDS: 2x8 SP #2 131 0" span framed to BC one face 1) 0- 0- 0 4) 8-10- 8 7) 1- 4-14 component and has been based on Information WEBS: 2x4 SP #3 01 On span framed to TC opposite face 2) 1- 4-14 5) 8-10- 8 8) 0- 0- 0 provided by the client. The designer disclaims WndLod per ASCE 7-98, C&C, V- 125mph, 3) 7- 2-12 6) 7- 2-12 any responsibility for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1. 00, Exp. Cat . B, Kzt- 1.0 faulty information. Support 1 382# Bld Type= Encl L- 40.0 ft W= 8.9 ft Truss -- TOTAL DESIGN LOADS thspecifications sign and/or l ent an famished to the truss designer ordesionfur by the client and the correctness or accuracy Support 2 417# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Uniform PLP From PLF To of this Information os 1l may relate to a spe- MAX LIVE LOAD DEFLECTION: Intact Resistant Covering and/or Glazing Req TIC Vert L+D -23 0- 0- 0 -23 8-10- 8 clflc project and accepts no responsibility or L/999 BC Vert L+D -186 0- 0- 0 -186 8-10- 8 exercises no control with regard to fabrtca- L=-0.07" D=-0.07" T=-0.14" ..TC... FORCE... CSI ..BC... FORCE... CSI ----MAX. REACTIONS PER BEARING LOCATION----- t1on, handling. shipment and Installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -761 0.04 8- 7 -9 0.39 X-Loc Vert Horiz Uplift Y-Loc Type trusses. This truss has been designed as ■n T= 0.04" 2- 3 -734 0.06 7- 6 41 0.76 0- 1-12 930 9 -382 BOT PIN individual budding component inaccordance with ANSI/TPI I-1995and NDS-97tobeincorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 0 0.03 6- 5 0 0.70 8- 8-12 930 0 -417 BOT H-ROLL as part of the building design by a Budding T= 0. 02" Designer (registered architect or professional englneerl. When reviewed for approval by the RMB - 1.00 building designer. the design loadings shown must be checked 10 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 loods. Unless shown. truss has not been designed for storage or occupancy loads The design assumes 7-5-10 compression chords Itop or bottom) are contlnu- 1-4-14 oust' braced by sheathing unless otherwise 1 3 4 specified. Where bottom chords in tension are not (ally braced laterally by a property applied rigid ceding. they should be braced at " 0 maximum spacing of 10'.O' o.c. Connector platn shall be manufactured from 20 gauge hot 6X 12 5X6 dipped galvantIed steel meeting ASTM A 657. Grade 40. unless otherwise shown. FABRICATION NOTES 5X Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in — confornance with the fabricalor's plans and to realize a continuing responslblllty for such veri- / fication. Any discrepancies are to be put in writing before cutting or fabrication P4ites shall not be installed over knotholes. knots or distorted grain. Members shall be col bearing Con- 3-0-0 3-0-0 for tight fitting wood to wood neetor plates shall be located on both faces of the truss with nails fully imbedded and shad be 2-6-6 sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A 6.8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes lased on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3X6 t5X8j 3X6 Infonnallon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed In accordance with 'Handling InstaWng & Bracbg'. HIB-91 Trussesore to be handled with particular care during banding and bundling. delivery and instaBallon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during bnsiodation between trusses to avoid toppling and dominoing The supervision of eredlon of trusses shad be under the control of persons experienced in the installation of trusses Pro(esslonal advice shad be sought If needed. Concentration of construction loods greater than the design loods shad not be applied to busses at any time. No loods other than the weight of the erectors shad be applied to trusses uZ after all fastening sad h—Ing is completed. 930N 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 M._1-6-0 651 930N 3.50" Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: y stems CONTRACTOR. Dsgnr: TLY BRACING WARNING: TIC Live 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead SAN FORD, FL. 32771 which is a pan of the budding design and which must be considered by the budding designer. Bracing BC Live (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (Sce HIB-91 of TPll . LICENSE #0050068 !Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 597191 TOTAL 1005 VANNFSSA DROVIEDO.FL32766 Design: Marra Anafyfrs JOB PATH. C-ITEE-LOKUOBSURLK scale = 0.7000 Truss ID: Ll Chk: Date:10-29-03 16.0 psf DurFac - Lbr: 1.25 7.0 psr DurFac - Pit: 1.25 o.o io.o psr psr O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 33.0 psr V:09.05.02- 32076- 4 HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: L2 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x8 SP #2 This 2-PLY truss designed to carry =___=====ooaa==Joint Locations==n=====_______ This design is for on Individual building BOT CHORDS: 2x8 SP #1 D 191 0" span framed to TC one face 1) 0- 0- 0 3) 8-10- 8 5) 6- 8-12 component and has been baled on information WEBS: 2x4 SP #3 8' 0" span framed to TC opposite face 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 2 2-PLY TRUSS I fasten w/3"X 0.120" nails in any responsibility for damages as a result of staggered pattern per nailing schedule: - TOTAL DESIGN LOADS _ on. the tru s designer lnished to and/or designs furnished to the truss designer and/ odesign furnished WndLod per ASCE 7-98, CSC, V= 125rrph, TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Uniform PLF From PLF To by the client and the correctness or accuracy H. 15.0 ft, Z= 1.00, Exp.Cat. B, Xzt- 1.0 Distribute loads equally to each ply. TC Vert L+D -435 0- 0- 0 -435 8-10- 8 of this Information as it may relate to a spe- Bld Type- Encl L. 40.0 ft W. 8.9 £t Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- c8ic project and accepts no responsibility or in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 1 750# X-Loc Vert Horiz Uplift Y-Loc Type —wises no rnntrol with regard to fabrlm- Impact Resistant Covering and/or Glazing Req Support 2 750# 0- 4- 0 1934 0 -750 BOT PIN t1on, handling. shipment and instatd"tgied a of lrwses This truss has been deslgted as an MAXLIVE LOAD DEFLECTION: This truss has not been designed for ROOF � 8- 8-12 1934 0 -750 BOT H-ROLL Individual building component in accordance with L/715 at JOINT # 3 PONDING. Building designer must provide ANSI/TPI I-1995and NDS-97tobeincorporated L=-0.14" D=-0.14" T=-0.28" tad ate drainage to prevent ponding. (0.25 ns port of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: in./ft. min. slope to drain). Truss twist be Designer (registered architect or professional T= 0.09" marked to prevent UPSIDE DOWN erection. building designer. the design loaading nglncerl. When reviewed for approval shown by the b MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0.04 ^ ..TC... FORCE ... CSI ..BC... FORCE ... CSZ are in agreement with the local building codes. 1- 2 280 0.59 6- 5 0 0.97 Local c8ntatie records for wind or snow loads. RMB a 1.00 - 3' 0 0.31 5- 4 0 0.97 Project specificationsor speetal applied loads. 2-i D L�2 a� ]iiUa ^ cDcations Q r' Unless shown. truss has not been designed for L I J storage or occupancy loads. The design assumes L 8-10-8__ compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise I 2 31� specified. Wilde 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 gauge hot 5X6 3X6 dipped galvantud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shallreview this drawing to verify that this drawing is In LUI conformance with the fabricatoes plans and to realize a continuing responsibility for such veri- flcotlon. Any discrepancies are to be put in writ ing before cutting or fabrication. Plates shall not be installed wen knotholes. knots or dislorted grain. Members shall be cut bearing. Con- 3-0-0 3-0-0 for light fitting wood to wood neclor plates shall be looted on both faces of the truss with veils fully imbedded and shall be syrn. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 6' long Slots (holesl con parallel to lire plate length specified Double cuts on web members shall meet at the cmtmld of the webs unless otherwise shown. Connector plate sizes ore mmm lmusizes based on the forces shown ■nd may need to be increased for certain hand- ling and/or erection stresses. This truss is not tItx fabricated with fire retardant treated Iwnber unless otherwise shown. For additlonal 3X6 5X6 information on Quality Central refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling installing D Bracing-. HIB-91. Trusses are to be handled with particular ore during banding and bundling. delivery and Wtallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a stmighl and plumb pos. [lion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during installation between busses to avoid toppWg and dommomg Tito supervislon of ereclton of trusses shall be under the control of persons experienced In the InstaUa0on of trusses. Professlona] advice sho8 be sought If needed. Concentration of construction loads greater titan the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectora shall be applied to trusses until after all fastening and bracing is campleted. 6 5 1934N 8.00" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: i stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: TC Live 16.0 psr 4005 MARON DA WAY Bmcing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psr SAN FORD. FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Pro'blons must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI) BC Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute. TPI, b located at 583 D'Onofrio Drive. Madison. Wisconsin 537191 loan VANNFSSA DR.DVIEDO.M3276e TOTAL 33.0 psf 0 1I I 4 1934N 3.50" scale = 0.7000 Truss ID: L2 Date: 10-27-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmru Awfviii JOB PATH: C:ITEE-LOXVOBSIARLX HCS: 09.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D L WO' ARLK WE: TI: M ATY:3 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbUlty for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss deslgner by the client and the correctness or accuracy of this information u It may relate to a spe- eft project and accepts no responsibility or exeroiso no control with regard to fabrfm- Uon. handling, shipment and Inslallallon of trusses This truss has been designed as an indNldual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as 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 Inds The design assumes compresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a muirnum spacing of 10'-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped plvanized steel meeting ASFM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricaloes plans and to realize a continuing responsibility for such ven- 0callon. Any discrepancies are to be put In writing before culling or fabrication. Plates shall not be Installed wet knotholes. knots or distorted grain. Member shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide a 4' long A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web member shalt meet at the c—trold of the webs unless otherwise shown. Connector plate sizes are minminimum sizes 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 Iwnber unless otherwise shown. For additional Infomellon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with-llandilng Installing A Bmclngi'. HID-91. Trusses are to be handled with particular care during banding and bundling. delivery and insellatlon to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Welled by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of perons experienced in the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loods,eater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the erector shall be applied to trusses unto after oil fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 464# Support 2 425# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 4-5-3 0-6-6 4 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Encl L- 58.0 ft W. 14.3 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 -707 0.27 8- 7 599 0.27 2- 3 -537 0.18 7- 0 570 0.22 3- 4 -534 0.20 0- 6 385 0.15 4- 5 -675 0.26 .......... _____=====Joint Locations=====__ --- =____ 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ---MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 509 20 -464 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL 7-4-0 7-0-0 1 2 4 5 Q 4X6 4-2-6 0-8-6 14-4-0 8 7 510# 8.00" 47611 3.62" 0-10-8 J 1440 (RO-1142) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"g: Dsgiv: TLY Clik: jaronda CONTRACTOR. TIC Live I 16.0 psf 4005 MARON DA WAY BRACING WARNING: Bracing shown on this drawing is not erecllon bracing. wind bracing. panel bracing or similar bracing TIC Dead 7.0 psr SANFORD. FL. 32771 which is a pan of the building design and which must be considered by the building designer Bracing shown is for lateral —ppnn of buss member only to reduce buckling length. Provisions must be BC Live 0.0 psr (407) 321-0064 Fax (407) 321-3913 made to anchor lateral bracing at ends end specified locations determined by the building designer. BC Dead 10.0 psf TOMAS PONCE P.E. Additional bracing of the Overall structure may be required. ISee HIB-91 of TPI). LICENSE #0050068 . (Duns Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) TOTAL 33.0 psr 1005 VANNE35A DR.OVIEDO.FL37766 scale = 0.4405 Truss ID: M Date: 10-27-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design. Meant Analysts HCS: 08.20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: M ATY:3 DESIGN INFORMATION This design Is for an Individual building component and has been hued on information provided by the client. The designer disclaims any responsibWly 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. ct]lc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Wtallation 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 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 building codes. local climatic records for wind or snow loads• project spect]ltnuons or special applied foods. 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 bolfom chords In tension are not fully braced lalemlly by a property applied rigid ceiling. they should be braced at a m"Inium spacing of 10'-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to railre a continuing responsibility for such ven- flcation Any discrepancies ore to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Men= slmt] be cut for tight I)tting wood to wood bearing Con- nector plates shot] be looted 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) run parallel to the plate length specified Double cuts on web members shall meet at the cenlrold of the webs unless oUnerwise shown. Connector plate sizes are minlmum 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 fie retardant treated m luber unless otherwise shown. For additional Information on QunIfy Control refer to ANSI/TPi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling InstaWng d Bracing-, HIB-91. Trusses are to be handled with particular can during banding and bundling. delivery and Wtallallon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Ilion and for resisting lateral forces shot] be designed and Installed by others Careful hand- ling is essenllal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Wtallatlon between trusses to avoid toppling and daminobng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses Professional advice shall be sought if needed. Concentration of mn,L-ctlon loads greater than the design foods shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after oil fastentng and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125rnph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- Encl L= 58.0 ft W. 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iahpact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 464# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Support 2 425# 1- 2 -707 0.27 8- 7 599 0.27 MAX LIVE LOAD DEFLECTION: 2- 3 -537 0.18 7- 0 570 0.22 L/999 3- 4 -534 0.20 0- 6 385 0.15 L=-0.02" D=-0.02" T=-0.03" 4- 5 -675 0.26 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION- T. 0.01" RMB = 1.15 .............. Joint Locations==.==__________ 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L)C Vert Horiz Uplift Y-Loc Type 0- 4- 0 509 20 -464 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL 74-0 k7-0-0 Ilk 1 2 4 5 Q 4X6 0 2X4 2X4 4-5-3 4-2-6 0-6-6 0-8-6 — — — SX6 3X8 3X4 3X4 6X8 144-0 8 7 510# 8.00" 476# 3.62" 01US �J � 14-4-0 (RO-ll-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 SC21e = 0.4405 01 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: M i stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cbk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer.Spacing: Bracing is for lateral truss buckling BC Live 0.0 O.C.OS 2 a Onl p g (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce length. Provisions must be made to anchor lateral bracing at ends and speeNed locations determined by the building designer. BC Dead psf 10.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing or the overall structure may be required ISee HIB-91 of TPI). PS Code DeSC: FLA LICENSE #0050068 rrruss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719) loos VANNFSSA DROVIEDO.FL32766 TOTAL 33.0 psf V:09.05,02- 31366- 2 Design: Matrix Analysis JOB PATH- C.ITEE-LOKVOBSURLK HCS: 08.20.02 I I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: N ATY:1 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responslbdity for damages as a result of faulty or inconrecl information. speafflolions 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- c01c project and accepts no responsibility or exercises no control with regard to fabrio- llon. handling. shipment and installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer) When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (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 ngid ceding. they should be braced at ■ maximum spacing of I0'-0' o c. Connector plates shad be manufactured from 20 gauge hot dipped galvanued steel meeting ASTM A 653. Grade 40. unless otherwise shown. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Encl L. 58.0 ft W. 14.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 552# ..TC... FORCE ... CSI ..BC... FORCE ... CSI Support 2 550# 1- 2 -616 0.21 16-15 513 0.23 MAX LIVE LOAD DEFLECTION: 2- 3 -965 0.22 15-14 49 0.10 L/999 3- 4 -827 0.17 14-13 56 0.07 L=-0.03" D=-0.03" T=-0.06" 4- 5 -827 0.17 13-12 883 0.21 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 -965 0.22 12-11 883 0.21 T- 0.04" 6- 7 -616 0.21 11-10 56 0.07 MAX HORIZONTAL LIVE LOAD DEFLECTION: 10- 9 49 0.10 T. 0.02" 9- 8 513 0.23 RMB = 1.15 FABRICATION NOTES Prior to fabrication. the fabricator shad revlew this drawing to verify that this drawing Is in conformance with the fabricators plans and to MU. a mnllnuing responsibility for such veri- fication Any discrepancies are to be put in writing before cutting or fabriollon plates shall not be installed Over knohofes. knots or distorted grain. Members shad be cut for tight filling wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be 4-5-3 sym about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified Double cuts on web 0-6-6 members shad meet at the centrold of the weM unless otherwise shown. Connector plate sites ore minimum sizes based on the form shown ■nd may need to be increased for certain hand- ling and/or erection stresses. This truss h not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quallly Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'llandling Insulting & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundibig. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for rest+tbng lateral forces shad be designed and installed by others. Careful hand - Wig is essential and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during Irutadallon between trusses to avoid toppling raid dominoing. The supervision of ereellon of trusses shall be under the central of persons c,penenced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction foods greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the crecton shall be applied to trusses until after all fastening and bracing Is completed. =___ __ei-Joint Locations_______________ 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L.oc Type 2- 8- 0 524 -26 -552 BOT PIN 12- 0- 0 524 0 -550 BOT H-ROLL 74-0 74-0 l 2 3 5 6 7 r6 00 4X6 6.00 4-2-6 0-6-6 �T I 3.00 I1 3.00 54-0 2-0-0 2-0-0 54-0 16 15 1 13 l l l 10 9 8 11 524# 64.00" 524# 64.00" 0 10-8 14-8-0 J 00 108 GftBE>�ls PLA ES (20) 2X4 (RO-I1-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4081 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK fMaronda A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: N Systems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcingor similar bracing TC Dead 7.0 psr DurFae - PIt: 1.25 SAN FORD. FL. 32771 which is a par of the budding design and which must be considered by the budding designer Bracing buckling length Provisions be BC Live 0.0 r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce must made to anchor lateral bracing at ends and specifled locations determined by the building designer. BC Dead 10.0 r psr Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the merad structure nay be required. IS" HIB-91 of TPI(. Code Dese: FLA LICENSE #0050068 rrmss Plate Institute. TPI, iso located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 33.0 V:0 31367- 2 1005 VANNFSSA DROVIEDO.F1.32788 psr .05.02- Design: Mark Analytic JOB PATH: CATEE-LOKVOBSIARLK HCS: 08.20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: NI QTY: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. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information is It may relate to a spe- cific project and accepts no responsibility or aerobes 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 engineerl. when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building ado. local climatic records for wind or snow loads. project specifications or special applied lads Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc contlnu- ously braced by sheathing unless otherwise specified where bottom chords In tension are not fully braced laterally by a properly applied rigid ccWng. they should be braced at ■ maximum spacing of 10'-0- o c. Connector plain shah be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any dbcrepancles are to be put in writing before cutting or fabricallon Miles shall not be Wtalied over knotholes. knots or distorted gram. Member shall be cut fmr light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be Byrn. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A 6x8 plate Is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the -ntmld 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 b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ala bracing and erection recommendations arc to be followed in accordance with 'Handling IrstaWng b Bracing-. HIB-91. Trusses art to be handled with particular ore during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand- Bng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid top= and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Wtnllalion of trusses. Professional advice shall be sought 6 needed. Concentration of construction lads greater than the design loads shall not be applied to trusses at any time No loads other than the weight of the emclors shall be applied to trusses unW after all fastening and bracirt is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 554# Support 2 601# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D--0.03" T--0.07n MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 WndLod per ASCE 7-98, C✓YC, V= 125nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Encl L. 58.0 ft W- 14.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Irnpact Resistant Covering and/or Glazing Req .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -953 0.49 6- 0 -677 0.18 2- 3 976 0.50 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 ------- =_=====Joint Locations=====_= .... =__. 1) 0- 0- 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 524 48 -554 BOT PIN 14- 4- 0 524 0 -601 BOT H-ROLL 74-0 k 74-0 Ilk 11 3 4X6 0 4-5-3 6X8 0-6-6 3X4711 3X4 5X6 3X4 1-8-0 3X4 5X6 3-8-0 'I is 3-8-0 3.00 I( 3.00 0.8 6-8-0 6-8-0 I 6 41 524# 8.00" 524# 8.00" 0-10-5 14-8-0 CCfgdt*) ATE (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 100 VANNESSA DP-OVIEDO.FL32766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of Truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of Will. frruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 4-2-6 0-6-6 J 0� 10.8 I (RO-Il-l2) scale = 0.4081 Eng. Job: WO: ARLK Dwg: Truss ID: N 1 Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psr DurFae - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsr v-no n5 n9_ 1131SR_ 9 Design: Mmrtr Analysis JOB PATH: CATEE-LOKUOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: O 8TY:1 DESIGN INFORMATION This design is for an individual building mmponenl and has been based on Itiforroatlon provided by the client. The designer disclaims any msponslbWty for damages as a result of faulty or Immrr-cct Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe- ctflc project and accepts no responslbWly or exercises no control with regard to fabrica- tion. handing. 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 now loads. project speclflcollons or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds The design assumes mrnpresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rtgd celWag. they should be braced at a nnaxlnum spacing of ID-0' o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabrtcator shall review this dmwing to vertfy that this drawing is In conformance with the fabricators plans and to realze a mntinuing responsibility for such verl- ncation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be tmt&Ued over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with rails fully bnbedded and shall be syrrn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x8 plate Is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web memben shalt meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes ore minimum sun based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This 1— is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Won a tlon on Quality Control refer to ANSI /TPI 1.1995 PRECAUTIONARY NOTES All bmctng and erecllon recommendations are to be followed In accordance with "Handling Installing S Bmcing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid darnage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others Careful hand - Wag is essential and erection bracing is always mclutred Normal precautionary action for trusses requtres such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervislon of erection of trusses shall be under the control of persons expenenced m the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to tresses at any time. No bads other than the weight of the erector shall be applied to 2trusses until after all fastening and bmcing b cannpleled TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125rrph, _________=====Joint Locations===------ =_____ BOT CHORDS: 2x4 SP #2 H. 15.0 ft, I= 1.00, EScp.Cat. B, Rzt- 1.0 1) 0- 0- 0 9) 16- 0- 0 17) 5-11- 8 WEBS: 2x4 SP #3 Bld Type. Encl L. 58.0 ft W- 25.9 ft Truss 2) 3-10-11 10) 19- 8-13 18) 3-11- 8 2x4 SP #2 4,7 in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 3) 5-10-11 11) 25-11- 0 19) 0- 0- 0 WEDGES: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 6-11-11 12) 25-11- 0 20) 7-10- 2 MAX LIVE LOAD DEFLECTION: 5) 7-10-11 13) 19- 9-12 21) 12- 0- 2 L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 9-11- 8 14) 15- 9-12 22) 14- 0- 2 L=-0.05" D=-0.05" T=4.10" Support 1 307# 7) 12- 0- 5 15) 9- 9-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 417# 8) 14- 0- 5 16) 6- 9- 7 T- 0.07" Support 3 489# ----MAX . REACTIONS PER BEARING LOCATION----- MAXHORIZONTAL LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type T- 0.03" ..TC... FORCE ... CSI ..BC...FORCE ... CSI 0- 1-12 271 -107 -307 BOT PIN 1- 2 192 0.21 19-18 79 0.22 6-11- 0 836 0 -417 BOT H-ROLL RMB - 1.15 2- 3 198 0.15 18-17 78 0.22 25- 7- 0 683 0 -489 BUT H-ROLL 3- 4 220 0.20 17-16 76 0.31 4- 5 -413 0.21 16-15 104 0.32 5- 6 381 0.19 15-14 677 0.22 6- 7 357 0.22 14-13 771 0.24 7- 8 -381 0.24 13-12 773 0.31 8- 9 -412 0.23 9-10 -683 0.25 11 9-11-8 10-11 -92 0.26 15-IL-8 l 2 3 4 5 7 8 9 10 11 8-8-15 0-6-6 i T 3-0-0 1 Q 4X6 6.00 Q 6X8 2X4 3X6 271# 3.50" 836# 8.00" 0-10-8 J 25-11-0 GAI&-VfID PL TES (0) 2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bmctng. portal bracing or similar bracing SANFORD. FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce bucking length Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addittomi bmeing of the overall structure may be required. (See HIB-91 of TPB. LICENSE #0050068 U uss Plate Institute. TPI, is located at 583 D'Onufrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO.FL3276S Eng. Job: Dwg: Dsenr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 8-6-2 0-6-6 I 66883## 8{I.00"� 01Q-8 I I (RO-10-0) scale = 0.2402 Truss ID: O Date: 10-27-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design- Afafris Analysis JOB PATH: C.ITEE-LOKUOBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 01 9TY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125niph, _________=====Joint Locations=====___=-_____ This design is for an individual building BOT CHORDS: 2x4 SP #2 H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 1) 0- 0- 0 5) 19- 9-12 9) IS- 9-12 component and has been based on Information WEBS: 2x4 SP #3 Bld Type. Enel L= 58.0 ft W= 25.9 ft Truss 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 provided by the client. The designer disclaims 2x4 SP #2 4 in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 any responsibility for damages as a result of WEDGES: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 faulty orincorrect lnformatmn.specifications MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION ----- and/or designs furnished to the truss designer L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loe Vert Horiz Uplift Y-toe Type by the client and the correctness or accuracy of this Information as It may relate to a spe- Lo-0.03" D=-0.03" T--0.05" Support 1 278# 0- 1-12 271 41 -278 BOT PIN clflc project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 452# 6-11- 0 841 0 -452 BOT H-ROLL exorcises no control with regard to fabrtco- T- 0.04" Support 3 496# 25- 7- 0 677 0 -496 BOT H-ROLL lion. handling. shipment and installation of MAX HORIZONTAL LIVE IQAD DEFLECTION: trusses This truss has been designed a an Individual building component in accordance With T- 0.02" TC...FORCE...CSI ..BC...FORCE...CSZ ANSI/TPI 1-1995 and NDS-97 to be incorporated 1- 2 -140 0.28 12-11 81 0.22 as part of the building design by a Building RMB - 1.15 2- 3 -390 0.30 11-10 31 0.21 Designer (registered architect or professional 3- 4 -405 0.31 10- 9 668 0.21 enngineed. When reviewed for approval by the 4- 5 -672 0.31 9- 8 762 0.24 building designer. the design loadings shown 5- 6 -916 0.26 8- 7 763 0.30 must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or anew loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes 9-11-8 15-11-8 compression chords (top or bottom) are mnttnu- ously braced by sheathing unless otherwise 1 2 4 5 6 specified. Where bottom chords in tension ore not fully braced laterally by a property applied be braced a 0 - Q rigid ceiling. they should at maximum spacing of io,W o c. Connector plates shall be manufactured from 20 gauge hot 4X6 dipped ;I,.nl d steel meeting AS rM A 653. Grade 40. unless otherwise shovnr. FABRICATION NOTES 3X4 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabralors plans and to 3X4 mall- a continuing responsibility for such verl- fiation. Any discrepancies are to be put in writing before culling or fabrication Plates shall not be installed over knotholes. 0-6-6 knot% or distorted gam. Members shall be cut 8-6-2 for tight fitting wood to wood bearing con- be looted both faces of 8-8-15 6X8 nector plates shall on the lnus with nabs fully Imbedded and shall be symn about the joint unless otherwise shown. A 514 plate is 5' wide x 4' long A 6x8 plate is 6' to 5X6 T 2X4 SX 10 wide x 8' long Slots (holes) run parallel the plate length specified. Double cuts on web 0-6-6 members shall meet at the centrold of the webs 3-0-0 o unless altshown. Connector plate sizes are minimum sizes based on the force shown and may need to be increased for certain hand- ling and/or erection stresses This truss is not with fire retardant treated to be fabricated lumber unlessotherwise shown For additional 6X8 2X4 5X6 Information on Quality Central refer to I ANSI/TPI1-1995 9-0-12 I 6.00 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed bt accordance with 'Handling Instating A 8racmg'. H[B-91. Trusses arc to be handled with particular are during bonding and bundling, delivery and installation to avoid damage. Temporary and pernonent lancing for holding trusses in a straight and plumb pm - Ilion and for resisting lateral forces shall be designed 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 installation between trusses to avoid toppling and dominoing. The supervision of erecllon of trusses shot] be under the antral of persons uperienced in the installation of busses. Professlonal advice shall be sought If needed Concentration of construction lads greater than the design loads shall not be applied to busses at any time. No lads other than the weight of the erectors shall be nppt]ed to trusses until after all fastening and bracing is completed. 9-9-12 I L 6-0-0 10-14 12 11 10 8 7 272# 3.50" 842# 8.00" 678# 8.00" 0 10-8 25-11-0 J 0-10-10-8� CORAT S (12) 2X4 C/L: 6-11-0 (RI 0-I1-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 Over 3 Supports scale = 0.2402 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: 01 Date: 10-27-03 Maronda S stems y Dsgnr: TLY Chk: CONTRACTOR. TC Live TC Dead 16.0 psr 7.0 psr DurFae - Lbr: 1.25 DurFae - Pit: 1.25 BRACING WARNING: Bmcingshown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing 4005 MARONDA WAY SANFORD. FL. 32771 which Is n part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psr O.C. Spacing: 24.0" (407) 321-W64 Fax (407) 321.3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specllled locations determined by the building designer. BC Dead 10.0 psr Design Criteria: TPI TOMAS PONCE P.E. Additional braetngof the overall Structure may be required. (See HIB-91 ofTPll Code Dese: FLA LICENSE #0050068 rrmss Plate Institute. TPI. Is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psr V:0 31370- 2 1005 VANNESSA DR0VIED0.FL32766 .05.02- Design: Mmrtr Analysis JUH PATH: L. IItbLUAUUlf31AALA JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 02 9TY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125BVh, ..... ____=====Joint Locations==..... ___=.... 'nits design is for an Individual budding BOT CHORDS: 2x4 SP #2 H= 15.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 component and has been based on information WEBS: 2x4 SP #3 Bld Type. Enel L= 58.0 ft W. 25.9 ft Truss 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 provided by the cllenl- The designer dsclatm 2x4 SP #2 4 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 any responslbWly for damages as a result of WEDGES: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 faulty or Incorrect Information, specification hedtothetruwdeslgner and/or designs furnished MAXLIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loc Vert Horiz Uplift Y-Loc Type 01 this Information as it may relate to spe- L=-0.04" D=-0.04" T=-0.09" Support 1 1007# 6- 9-12 1194 -44 -1007 BOT PIN edlc project and accepts no responslbWly or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 425# 25- 7- 0 600 0 -425 BOT H-ROLL exercsw no control with regard to febrica- T= 0. 04" truss handling. shipment and design tion of ed as an truss'cos wisp has been designed MAX HORIZONTAL LIVE LOAD DEFLECTION: FORCE... CSI BC... FORCE... CSI es Individual budding component In accordance with T= 0.02" 1- 2 440 0.42 12-11 -322 0.32 ANSI/TPI1-1995and NDS-97tobeincorporated 2- 3 -128 0.34 11-10 -366 0.33 ns part of the budding deign by a Building RMB = 1.15 3- 4 -144 0.26 10- 9 508 0.20 Designer (registered arehltect or professlomal 4- 5 -512 0.28 9- 8 632 0.21 engincer) when reviewed for approval by the 5- 6 -768 0. 22 8- 7 633 0.24 building designer. the deign loadings shown must be checked to be sure that the data shown are In agreement with the local building code. ' local climatic records for wind or snow Inds. pr ject specifications or special applied loads. unless shown. truss has not been designed for storage or occupancy Inds. The design assumes 9-11-8 15-11-8 compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise 1 2 4 $ 6 specdled. where bottom chords in tension are not fully braced laterally by a properly applied 0 Q rtpd ceiling. they should be braced at o - maxlnnurn spacing of 10•4)' o e. Connector PL. tes shag fa be manuctured from 20 gauge hot 4X6 dlpped pivanlzed steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES 3X4 fMor to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricator's plan and to 3X4 miih- a continuing responsibility for such veri- Bcollon Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be installed over knotholes. 0-6-6 knots or distorted gain. Members shad be cut 8-6-2 for trot lilting wood to wood baring. Con• be located both face of 8-8-15 6X8 neetor plate shad on use true with rinds lully bnbedded and shad be sym. about lhejotnl unless otherwise shown. A 5x4 plate Is 5' wide x 4' long A 6x8 plate is 6' T 5X6 3X6 5X10 wide x 8' long. Sits (holes) run parallel to 1 the plate length specified Double cuts on web members shad meet at the eentmid of the webs 3-0-0 0 unless otherwise shown Connector plate sue are mm inimusues based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss Is not fire retardant treated TT y to be fabricated with lumber unless otherwise shown. For additional 6X8 2X4 5X6 1 Information on Quality Contra[ refer to f 8-8-12 ANSI/TPI 1-1995 6.00 PRECAUTIONARY NOTES All bracing and erection recommendation are to be followed In accordance with 'Handling Installing & Brocing'. III8-91. Trusses are to be handled with particular are during banding and bundling. delivery and bula112tlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw- Ition and for resisting lateral form shad be designed and Installed by others Careful hand - Ling is essential and erection bracing s always required. Normal precautionary action for trusses requires such temporary bmctng during Installation between trusses to avoid lopPlong and domtnolng The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Prof— tonni advice shall be sought if needed. Concentration of construction Inds greater than the design loads shad not be applied to ruse at any time. No loads other than the weight of the erectors shad be applied to trusses untilafter all fastenlnK and bracing s completed. 9-9-12 6-0-0 10-14 12 11 10 8 7 CANT: 6-8-0 1195# 3.50" 600# 8.00" 25-11-0 0-10- 8 COZ0-I1-8 ATES (8) 2X4 (R' 0 11 12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2402 IMaronda Stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: 02 y CONTRACTOR. Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARONDA WAY Bmcmg shown on this drawing s not erection bracing. wind bracing. portal bracinaor similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 SAN FORD. FL. 32771 which s a part of the budding design and which must be considered by the budding deslper. Bracing Live BC Li 0.0 r Ps O.C. Spacing: 24.Orn (407) 321-0064 Fax (407) 321-3913 ions must be shown is for Lateral support of truss members only to reduce buckling length Provisions made to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Dead IU.0 psf Design Criteria: TPI TOMAS PONCE P.E. Addnna lal bracing of the overall structure may be required (See HIB-91 orTPd Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI. slocatedloted at 583 D'Onofrio Drive. Madison. Wisconsin 50719) TOTAL 33.0 psf V:0 05.02- 313 1- 2 1005 VANNESSA DROVIEDO.Fl.72766 I I Dorian: Matrix Analysis JUH PAIH LAILL-f.UAVUHJIANLA nla uo.m.v2 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P ATY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the ct]ent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss desypner by the client and the coacctness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or "embe no control with regard to tabria- tlon, handling. shipment and Installation of trusses This truss has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer (registered architect or professional engneer). 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 now lads. project specifications or special applied foods. Unless shown. truss has not been designed for storage or occupancy loads The deign assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maxbnum spacing of 10'-0' o c. Connector plates shot] be nnanufactured from 20 gauge hot dipped ptivanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrtalor shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a conlmuing responsibility for such verl- flcatlon. Any discrepancies are to be put In writing before culling or fabrication. Plato shall not be Wtaved over knotholes. knots or distorted gram. Members shall be cut for tight filling wood to wood baring Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym about the joint unless otherwise shown A 5x4 plate is 5- wide x 4' long A W plate Is fi wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling Insmlltng S Bmcmg-. 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 truss" in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others Careful hand - Ling b essential and erection bracing b always required Normal precautionary action for truss" requires such temporary bracing during Wtallatlon between trusses to avoid loppt]ntf and dommomg The supervision of erecllon of truss" shall be under the central of persons e perleneed In the Instat]atIon of truss" Professional advice shalt be sought if needed Concentration of construction loads greater than the design lads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unW after all fastening and hraring I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 5-7-3 0-6-6 4 I 0-10-8 194-0 (RO-11-12)-12) "j EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems WARNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing SA N FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectned locations delemrmed by the building designer. Additional bracing or the overall structure may be requted (See HIB-91 of TPII. LICENSE #0050068 (Truss Plate Institute. TPI. is looted at 5B3 D'Onofrio Drive, Madison. Wisconsin 537191 1005 VANNFSSA DR.OVIEDO I-32766 _ ®2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Siaiplified Analog Model. WndLod per ASCE 7-98, C4C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 58.0 ft W. 19.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .............. Joint Locations ----------- ____ 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 8-0 9-8-0 I 2 3 4 5 7 8 9 10 11 0 4X6 Q 0-6-6 19-4-0 11 22 21 20 19 18 17 16 15 14 13 12 0# 8.001, 0# 8.00 0�(RO-I1-12) scale = 0.3178 Studs ® 2-0-0 o.c. Eng. Job: Dwg: Dsely: TLY Cllk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 54-6 Truss ID: P Date: 10-27-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Morris Analysis JOB PATH: C:17EE-LOKUOBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P1 QTY.-2 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the ellenL. The designer disclaims any responsibility for damages u a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information u it may relate to a ape- cdlc project and accepts no responsibWty or exercises no control with regard to fabrica- tion. hand8ng, shipment and Installation of trusses. This truss has been designed as on indMduel budding 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 budding codes. local climatic records for wind or snow leads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxanum spacing of 10'-0- o e. Connector plates shad be manufactured from 20 gauge hot dipped galvoni-d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify tint this dmwtng is in conformance with the fabrialors plans and to realize a continuing responsibility for such veti- flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Walled over knotholes. knots or distorted gain. Members shad be cut for light fitting wood to wood bearing. Con- nector plates shah be located on both faces of the taus with nods fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown •nd may need to be increased for certain hand- 8rrg and/or erection sheaves This truss is not to be fabricated with fire retardant noted Lumber unless otherwise shown. For additional information on Quality Control refer to ANS]n?l 1.1995 PRECAUTIONARY NOTES All bracing and erection reconunendalions are to 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- ition and for resisting lateral fortes shall be designed and Walled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between lrvsaes to avoid toppling and dominoing. The supervision of erection of lrvsa. shall be under the control of persons experienced in the WaBalion of trusses Professional advice shad be sought if needed. Concentration of construction lords grater than the design Inds shall not be applied to trusses at any lane. No foods other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 58.0 ft W. 19.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 666# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Support 2 707# 1- 2 -925 0.41 8- 7 784 0.38 MAX LIVE LOAD DEFLECTION: 2- 3 -725 0.29 7- 6 784 0.38 L/999 3- 4 -725 0.30 L=-0.03" D=-0.03" T=-0.07" 4- 5 960 0.46 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB a 1.15 5-7-3 0-6-6 1 0-10-8 (RO-11-12) _ EXCEPT AS .... ===Joint Locations ........ ....... =�___ 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 678 74 -666 BOT PIN 19- 0- 0 678 0 -707 BOT H-ROLL 8-0 9-8-0 1 2 4 5 Q 4X6 0Av DAO DAD 19-4-0 8 7 6 678# 8.00" 678# 8.00" 19-0-0 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 IOW VANNE53A DP-OVIEDO.FL32788 : READ ALL NOTES ON THIS SHEET A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing. wind bracing. portal bracing or similar bracing which is • pan of the building design and which must be considered by the building designer Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer Additional bracing of the overall structure may be required. (See HIB-91 of TPI( (Truss Plate Institute. TPI, is located at 583 D'Onofrio Dme. Madison, Wuarutn 53719). 5-4-6 0-6-6 1 0 (Rif-ll-12) scale = 0.3178 Eng. Job: WO: ARLIK Dwg: Truss ID: P1 Dsgilr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 31373- 2 Design: Mmrii Andfytti JOB PATH, CATEE-LOKUOBSURLK HCS: 08.20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 9 QTY:l 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 Infom ation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may Wale to a spe- clnc project and accepts no responsibility or axercises 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 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 speclllcatlom or special applied loods. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are mntlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced latently by o property applied rigid ceWng. they should be braced at ■ maxlmunn spacing of 10'-0' a c. Connector plalo shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is In confomrance with the fabricator's plans and to realize a continuing responslbWly, for such veri- fication. Any discrepancies are to be put In writing Wore culling or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bmrtng Con- nector plates shoo be located on both faces of the truss with nails fully imbedded and shall be m sy. about the Joint unless otherwise shown A 5x4 plate is 5' wide x 4' long A BxB plate is 0' wide x 8- long Slots (holm) run parallel to the plate length specified. Double cuts on web members slu0 meet at the cenlrold 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 hattd- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on QuaOty Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reeortunendallons art to be followed In accordance with 'Handling InstaWng & Bracing". 11I9-91 Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for rotting lateral forces shall be designed and Installed by others. Careful hand. Ling is essentlal and erection bracing is always required. Normal precautionary action for trusso requbes such temporary bracing during Installatlon between trusses to avoid toppling and damUiomg. The supervision of erection of trusses shall be under the control of persons expertcnced in the Wtallallon of trusses Pmfesslnal advice shall be sought If needed. Concentnllon of construction loads greater than the design loads shall not be applied to trusses a[ any [Line. No loads other than the weight of the ercclon shall be applied to trusses until after all faslentng and bracbng is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 353# MAX LIVE LOAD DEFLECTION: L/999 L0.01" D=-0.01" T--0.02" ZMHORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V- 125niph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Encl L. 58.0 ft W. 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -549 0.20 7- 6 459 0.24 2- 3 -356 0.19 6- 5 0 0.20 3- 4 -278 0.16 =_=====Joint Locations===== .... =.... = ==___ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) 8- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 475 188 -368 BOT PIN 12-10-12 422 0 -353 BOT H-ROLL 8-8-0 44-0 1 2 4 4X6 3X4 2X4 5-1-3 4-10-6 0-6-6 5X6 3X8 2X4 M 13-0-0 7 6 5 476# 8.00" 423N 2.50" 0-10-8 J � 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4120 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: AKLK Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dw'g: Truss ID: A y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer Bracing is for Lateral length. be buckling ten Provisions BC Live 0.0 PS f O.C.Spacing: 24.Onn P g (407) 321-0064 Fax (407) 321-3913 shown support of truss members on to reduce must pica ry g Design Criteria: TPI TOMAS PONCE P.E. made tospecified anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the menB structure may be required. (See HIB-91 of TPI) BC Dead 10.0 r Code Desc: FLA LICENSE #0050068 rrmss Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNFSSA DB.OVIEDO.FL32766 TOTAL 33.0 psf Va09 05.02- 31374- 2 Design: Mmru Analysis JOB PATH: CATEE-LOKUOBSURLK NCS 08.20.02 I I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: R 9TY:2 DESIGN INFORMATION This design is for ■n 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 InfonnoUon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Irstallatlon of trusses This truss has been designed as an individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as pan of the budding design by a Building Designer (registered arehRect or professlorul engrueed. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the dais shown are in agreement with the local building codes. local climatic records for wind or snow loads, prajcol specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assume compression chords [lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in lensbn are not fully braced laterally by a properly applied rlgld ceiling. they should be braced at a maximum spacing of 10'4r o c. connector plates shall be manufactured from 20 gauge hot dipped gnlvanhed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator ■hail review this drawing to verify that this drawing is in conformance with the fabrtaloes plans and to mntl e o continuing responsmWty, for such verl- flcallon Any discrepancies are to be put in writing before cutting or fabrication Plato shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall he located on both faces of the taus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long A 8s8 plate is 6- wlde x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentmld of the webs unless otherwise shown. Connector plate sizes ore minimum sizes based an the fortes shown ■nd may need to be Increased for certain hand- bng and/or ermtlon strives. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handling Instnuinj a amemg•. HIB-91 Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage Temporary and perm"ent bracing for holding trusses in a straight and plumb pm- Ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essential and erectlon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between tru— to avoid toppling and dominoing. 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 loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the ereetom shall be applied to busses until after oil fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 471# Support 2 344# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D- 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB = 1.15 WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 40.0 ft W. 5.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI 1- 2 -60 0.31 17# ..BC...FORCE ... CSI 4- 0 -258 0.26 0- 3 -13 0.36 _____==__=====Joint Locations======___=___ 1) 0- 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 2- 8 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D -45 3- 7- 4 BC Vert L+D -8 1- 4- 4 BC Vert L+D -24 3- 7- 4 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4-13 288 162 -471 BOT PIN 4-10-12 210 0 -344 BOT H-ROLL 1 45# ^L 5-0-o L 11 2 1Tea3) r3.33 0doNils TT1 0-6-12 i ach with (2) Tna-Node 1.68 I 1-0-0 L 4-2-8 L 14 3 288# 9.56" 211# 2.50" 1-7-9 5-0-0 00-2-8 (111-8-5) 8# 24# (' RO-2-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIAI 1-1995 scale = 0.9548 WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: WO: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R Maronda Systems CONTRACTOR. Dsgnr: TLY Chk: Date: 10-28-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is no crecUon bracing, wind bracing. ponal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which is apart of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.Unr (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.o psf p g made to anchor lateral bracing at ends and specified locations determined by the building designer BC Dead 10.0 t Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91ofTPll. ps Code Dese: FLA LICENSE #0050068 N'russ Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). loos VANNESSA DR OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 31501- Dugn- Afmru Anafysu JOB PAIN: C 17EE-LOKVOBSIARLK HCS: 08.20.02 I I JB: ARLINGTON K 38:4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: R1 9TY:2 DESIGN INFORMATION This design Is for an IndMdtmi building component and has been based on Wormalion provided by the client- The designer disclaims any responslbdlty for damages as o result of faulty or incorrect information. spectlI altons and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Wormatian as It may relate to a spe- cUk project and accepts no responsibility or uerobes no control with regard to fabrics. lion. handling, shipment and Installation of trumes. 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 archlled or professional englneerl. When reviewed for approval by the building dmlgter, the design ImdInp shown must be checked to be sure that the data shown are In ngr anent with the loot building codes, local climatic records for wind or snow bads, project speeUlmUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottoml arc conllnu- ously braced by sheathing unless otherwise speelfled. Where bottom chords In tension are not fully braced laterally by a property applied rood cet]W& they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel m Ung ASTM A 653. Crude 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to mallet n continuing responsibility for such veri- fiouon. Any discrepancies are to be put in writing before cutting or fabrication. Plat" shnU not be Wtalled over knotholn. knots or distorted gram. Members shall be cut for tight filling wood to wood hearing. Con. nector plates shall be located on both faces of the tow with nails fully imbedded and shall be sym. about the joint wins otherwise shown. A 5x4 plate b 5- wife x 4' long A 6x8 plate is 6' wide x 8' long Slots (holes) rw parallel to the plate length speenled. Double cuts on web members shall meet at the centrold of the wets wless otherwise shown. Connector plate sires are mmntmum sires based on the forces shown and may need to be Increased for certain hnnd. Lung and/or erection stmuan. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown For addlUonaf Information on Quality Control refer to ANSI/TPI 1-19" PRECAUTIONARY NOTES All bracing and erection reconunendatlons are to be followed In accordance with 'Handling In tallbng 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 pos- Man and for resisting latent fomc" shall be designed and Installed by others. Careful hand- ling b essential and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during tnstnllatbn between busses to avoid toppling and daminaIng The supervision of erection of trusses shall be under the control of persons experienced In the t—wUnllon of Wsses. Professional advice shall be sought U needed Concentration of mnsbuetlan Inds greater than the design Inds shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, mmpicteA TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 472# Support 2 342# MAX LIVE LOAD DEFLECTIONt L/999 L--0.04" D- 0.00" T--0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTIONr T- 0.04" FM = 1.15 WndLod per ASCE 7-98, C&C, V= 125nph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W= 5.0 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 -57 0.29 4- 0 -241 0.29 0- 3 -14 0.39 1 20# 3.33 1.68 I 0-9-9 4 284# 9.56" In 1-7-9 5-0-0 (R1-8-5) 33# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ..... = == = == =Joint Locations=====__________ 1)0 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 2- 8 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 Concentrated LBS Location TC Vert L+D -20 2- 0- 5 BC Vert L+D -33 2- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4-13 284 162 -472 BOT PIN 4-10-12 173 0 -342 BOT H-ROLL WAKNINti: 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: TLv 4005 MARON DA WAY TC Live SANFORD. FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bmcing or slm0ar bracing which b a par of the building design and which must be considered by the building designer. Bracing TC Dead (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delenmdned by the building designer Adr!Lnal bracing of the overall A ucture may be required. (See HIB-91 of TPI). BC Dead LICENSE #0050068 rrms! Plate Institute. TPI. is looted at 593 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VWNFSSA DR0VIED0.FL32766 I TOTAL Attach with (3) 10d Toe -Nails TT tach with (2) toad Toe -Nails 174# 2.50" (RO-2-10) scale = 0.9548 Truss ID: RI Chk: Date:10-27-03 16.0 psr DurFac - lbr: 1.25 7.0 psr DurFac - Pit: 1.25 o.o par O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 Vert:.: Marra AnnfyrU JUB PATH: CAIEE-LOKU08SURLK HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Informalian provided by the client. The designer disclaims any responslbWty rot damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss desIper 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 fabrlta- t1on. handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated os part of the building 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 Inds Unless shown. true has not been deslgred for storage or occupancy loads. The design assumes compression chords (top or bottom) are conlmu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlgd ceding, they should be braced at ■ maximum spacing of 10'-W a c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fnbArntoes plans and to realize a continuing resporulbWty for such verl- flcatlon Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Installed over knblholes. knots or distorted gain. Members shall be cut for tight filing wood to wood bearing. Con - nectar plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4' long. A 8x8 plate Is B' wide x 8- long Slots (holes) run parallel to the plate length specified Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes ore minimum sizes based on the forces shown ■nd may need to be Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with tire retardant treated lumber unless otherwise shown For additional information on gttallly Control refer to ANSI /TPI I -1995 PRECAUTIONARY NOTES AB bracing and erection recommendation are to be followed Inaccordance with'llandlmg .mtaUing a Bmcln(g•. HID-91. Trusses are to be handled with particular pre during banding and bundling. deltvery and Installation to avoid damage. Temporary and permanent bracing for holding lasses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and mata8ed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during iota gallon between trusses to avoid toppling and daminomg The supervision of erection of muses shall be under the control of persons experienced In the Intn8atlon of trusses Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to muses at any time. No loads other than the weight of the erectors sho8 be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 216# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 3-0-0 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. WndLod per ASCE 7-98, C&C, Ve, 125mph, He, 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 40.0 ft Wo 6.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.56 4- 3 0 0.18 TI: S 1 QTY:2 .._____==vo=Joint Locations====eve------o= 1) 0- 0- 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 220 0 -216 BOT PIN 6- 4- 0 220 0 -216 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truce must be marked to prevent UPSIDE DOWN erection. 6-8-0 I, 1 2 2X4 2X4 2X4 2X4 3-0-0 6-8-0 4 3 220# 8.00" 220a 8.00" in 6-8-0 GABLE STUD PLATES (t2) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPl 1-1995 Studs ® 2-0-0 o.c. scale = 0.7000 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: S1 y ()Maronda S stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bacmg. wind bracing. portal bmcing or stmLLar bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing buckling length. be gC Live 0.0 ps r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (SHIB-91 of TPII. raee Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onafrto Drive. Madison. Wisconsin 537191. TOTAL 33.0 1005 VANNFSSA DR.OVIEDO.n.32766 I I psC V:09 05.0 - 3 3 - 3 Deign: Marrlt Amlytiz JOB PATH: C:ITEE-LOKUOBSURLK HCS• 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: U QTY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Sialplified Analog Model. _________==°..Joint Locations =====__________ This deslgn is for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 0- 0 3) 3- 0- 0 component and has been based on blfonnation SLIDERS: 2x4 SP #2 transfer 88 pounds of horizontal reaction 2) 3- 0- 0 4) 0- 0- 0 provideanyresdbylhe client- The ilityfrdamageslgner asarescltof WndLod per ASCE 7-98, C&C, Vv 125fftph, - -- - MAX. REACTIONS PER BEARING LOCATION - - - -- anyresponsincorrectioreun.gees,resutiof PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, i- 1.00, Exp.Cat. B, Xzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type faulty or designs el Information, truss designer Support 1 259# Bld and/ordeslgrufurrnbhed tolhelrossdeslgncr PPo Type. EnCl L. 58.0 ft W= 3.0 ft Truss 2-11- 4 61 88 -161 TOP PIN by the client and the correctness or accuracy Support 2 161# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 137 127 -259 BOT PIN of this ulfonnation u it may relate to ■ spe. Support 3 36# Iapact Resistant Covering and/or Glazing Req 2-11- 4 39 0 - 3 6 BOT H-ROLL eiM project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: r_xemises no central with regard to fabrtta- L/999 ..TC ... FORCE... CSI ..BC... FORCE... CSI ton. sses. 71itstrhipment ivad beendsligneda of L=-0.01" D- 0.00" T=-0.01" 1- 2 -31 0.22 4- 3 -78 0.12 tresses. This true has been designed as an individual building has in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI} Pl 1-1995 and NDS•97 to be Incorporated T= 0.00" as pan of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION i Designer (registered architect or professional Tv 0.00" engineer( When reviewed for approval by the building designer. the design loadings shown RMB - 1.15 must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project spee9kauom or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads The design asswnes compression chords (lop or bottom) are continu• 3-0-0 ously braced by sheathing unless olherwbe11 specified. Where bottom chords In tension are l 2 not fully braced blerally by a properly applied rigid ceiling. they should be braced at 0 0 mavi num spoetng of 10'-W o e. Connector plates shall be manufactured from 20 gauge hot dipped galvani• d steel meeting A57M A 653. Attach with (3) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fab"Uon, the fabricator shall review this drawing to verify that this drawing Is in conformance with the labncotors plans and to realize a continuing responsibWty for such ven- flcatlon. Any disuep—im are to be put In 1-5-6 writing before culling or fabrication. Plates shah not be Installed over knotholes. knots or it grain. Members shall be cut for tight ntung wood to wood bmrtng. Can- 2-3-3 nectar plates shall be located on both faces of / the truss with nails fully imbedded and shall be / sym. about the joint unless otherwise shown. A 5x4 plate is 5- aide x 4' long. A 6x8 plate is (r T / wide x B' long Sloss (ho)esl run parallel to T / the plate length specified Double cvb on web 3X4 members shall meet at the centrold of the webs 0-6-6 0-7-0 unless otherwise shown. Connector plate size / are mtntrn m sum based on the forces shown 3X4 Attach with 2 and may iced be increased for s. truss is hand- ling and/or erection stress° -ni ts. to truss not 5X6 to be fabricated with fire retardant treated lumber unless othewtse shown. For addlUanal Informa Uon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with 'Handling InstaWng A Bracing. HIB-91. Trusses are to be handled with p uUcular ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and In5ln9cd by others. Careful hand- Ung Is essential and erection bracing b always required. Normal precautionary action for muses require such lemporary bracing during installation between trusses to avoid toppling and domtnoing The supervision of erection of trusses shall be under the control of persoru experienced In the tnslailnUon of trusses Professional advice shall be sought if needed Concentratlon of construction loads greater lhon the design loads shall not be applied to trusses at any lane. No loads other than the weight of the crectars shall be applied to trusses until after all fastening and bracing is completed. 3.00 I 0-8-U 2-4-0 I 4 3 137# 8.00" 62J1 1.50" 0-10-8 3-0-0 3911 .50" (• (RO-11-12) C/L: 1.114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 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. Dsgiir: TLY Chit: 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 scale = 0.9277 Truss ID: U Date: 11-05-03 BRACING WARNING: TC Live 16.0 psf uuri•ac - Mr: i.zb Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psr DurFae - Plt: 1.25 wtuch is ■ pan of the building design and which must be considered by the building designer Bracing is for lateral truss to buckling length. Provisions be BC Live 0.0 psr Spacing: O.C.S 24.0rr P g shown support of members only reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer BC Dead IU.0 p $r Design Criteria: TPI Additional bracing of the overall structure may be required. (See HIB-91 of TPII. Code DeritriteFLA ffruss Plate Institute. TPI, is located at 583 D'Onafrto Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 32499-1 j Design: Afarriz Anatyriz JOB PATH: C.17EE-LOKIHOMEDIR HCS- 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: V QTY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Analysis based on Siulplified Analog Model. .... =......... joint Locations -====_____•____ This design s for an lndtvtdual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 5- 8 3) 2- 0- 8 component and has been based on Information transfer 59 pounds of horizontal reaction 2) 2- 0- 8 4) 0- 5- 8 provided bythe client. The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULEt WndLod per ASCE 7-98, C4C, V= 125rrph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponslbWlyfordamagesasaresult of support 1 180# H= 15.0 ft, I- 1.00, Cat. B, Kzt• 1.0 X-Loc Vert Horiz lift Y-Loc faulty or lnrnrrect Information. specifications and/or designs furnished to the truss designer Support 2 125# Bld Tyiy e= Ertel L. 58.0 ft W. 2.0 ft Trues 1-11-12 48 59 125 TOP PINS by the ebent and the correctness or accuracy Support 3 40 in END zone, TCDL= 4.2 pef, BCDL= 6.0 psf 0- 4- 0 107 69 -180 BOT PIN of this Information as It may Make to a spe- MAX LIVE LOAD DEFLECTION: Inpact Resistant Covering and/or Glazing Req 1-11-12 19 0 -4 BOT H-ROLL clftc project and accepts no responsibility or L/999 exercises no control with regard to fabria- 00" T= OOO" Lion. handling. shipment and Installation Le: O.00" D= 0.. nstalla on of .. TC... FORCE... CSI ..BC... FORCE... CSI trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 19 0.06 4- 3 -7 0.04 Individual butlding component In accordance with T= 0. 00" AN51/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a.BuOding T= 0 . 00" Designer Iregtslered architect or professional engineetl. When reviewed for approval by the RMB = 1.15 building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. load comatic records for wind or snow loads. project specifications or special applied loads Unless shown. truss has not been designed for storage or occupancy Ioods. The design assumes compression chords (lop or bottom) arc continu- L 2-0-8 L ously braced by sheathing unless otherwise specified Where bottom chords In lensbn are 1 2 not fully braced laterally by a Properly aPPlled rtgtd ceWng. they should be braced at • Q maximum spacing of I o'-(r o e. Connector plat- stall be manufactured Imm 20 gauge hot dipped gat—L d steel meeting ASTM A 653. Attach with (2) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwing to verify that this drawing Is In conformance with the fabricalorg plans and to maltm a continuing responsibility for such vcri- Mellon. Any discrepancies are to be put in writing before culling or fabrication. 1-2-8 Plat- shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight filling woad to wood bearing Con- 1-8-0 nector plates shall be located on both fain of the hiss with lea+ fully imbedded and shall be gym. about the joint unless otherwise shown. A 5x4 plate h 5- wide x 4- long. A 8.e8 plate Is (r ' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web member shall reel at the eentmid of the webs 0-6-6 unless otherwise shown. Connector plate sizes / -2 are minimum sizes based on the (am- shown and may need to be Increased for certain hand- Attach with ling and/or erection sucsses. This truss Is not lOd Toe-Nails to be fabricated with fire retardant treated 5X6 lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 Face = 0-2-8 3.00 I 0-8-0 PRECAUTIONARY NOTES All bracing and erection mcffimmendations are to be followed In accordance with 'Handling 1-4-8 InstaWng & Bracing'. NIB-91. Trusses arc to I be handled with particular care during banding 4 3 and bundling. delivery and irtsallation to avoid 108// 8.00" 48# 1.50" damage. Temporary and pemanent bracing for holding trusses in a straight and plumb pm- 0-10-8 19# 1150" [Lion and for resLsUng lateral forces shall be 2-0-8 ojl designed and Installed by others. Careful hand- (R0-9-0) C/L: 1-11-12 Ling In essential and erection bmcag is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.2604 required Normal precautionary action for tmsxs requues such temporary brains during WARNING: READ ALL NOTES ON THIS SHEET. gWO: ARLK - Wallation between Wsses to avoid toppling En Job: and dommoag The gupervhlonolereetia"°` A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: V lNss-shall be under the antral of penars LFMaironda Systems ecpencnced a the asa0ation of trusses. DSgm: TLY Chk: Date: 10-28-03 Professional advice shall be sought If needed. CONTRACTOR. Concentration of [ons"etion loads greater BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 than the design loads shoo not the, applied m 4005 MARON DA WAY DurFae - Pit: 1.25 teas- at any time. No bads other than the Bncag shown on this drawing s not erection bracing. wind bracing, portal bracing or strn0ar bracing TIC Dead 7.0 psf ,1 weight of the erectors shall be applied to SAN FORD. FL. 32771 which Is a pan of the building design and which most be considered by the building designer. Bracing BC Live 0.0 f O.C. Spacing: 24.Ott trusses until after all fastening and braeag (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. provisions must be h completed. made to anchor lateral bracing at ends and specified locations determined by the building designer BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional btacing car the overall strtnclum maybe required. (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 o'nss Plate Institute. TPI, is Located at 583 D'Onofrio Drive. Madhon. Wisconsin 537191. 1005 VANNESSA DROVIEDO.FL32766 TOTAL 33.0 psf V:0 05.02- 31505- 3 Defiln- Matrix Anafysh JOB PATH: C:ITEE-LOKUOBSL4RLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT41 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge =________=====Joint Locations =====__________ This design is for on Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 6- 0- 0 5) 3-10- 4 component and has been based on Womnallon WEBS t 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3-10- 4 4) 6- 0- 0 6) 0- 0- 0 provided by the client. The designer dbclalms GABLE STUD: 2x4 SP #3 Analysis based on Siniplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- anyresponslbdityfordamagesasaresult of WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type tnconect tlon. faultand/ FORCE CSI FORCE ... CSI H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 1-12 0 -8 -2 BOT PIN thetruNcallons rdesigsfunishedor sign famished to the truss designer and/or designs and by the client and the correctness or accuracy ...C. ... ..BC... Bld Type. Encl L. 6.0 ft W= 6.0 ft Truss 5-10- 4 0 0 0 BOT H-ROLL If this Wormauon as it may relate to ■ spe- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ctfic project and accepts no responsibility or Intact Resistant Covering and/or Glazing Req exerebes no central with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds. protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads The design assumes 6-0-0 compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 1 2 3 specified Where bottom chords Intension are not fully braced laterally by a Property applied Q rtgd ceding. they should be braced at o maximum spacing of 10-0' o c. Connector plates shad be manufactured from 20 gauge hot 2X dipped galvanized steel meeting ASTM A 653. Grade 40. unless othe.c shown . FABRICATION NOTES Prior to fabrication. the fabricator shod review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a Zntlnutng responsibility for such vert- 2X Bcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shau not be Installed over knotholes. knots or distorted gain. Members shad be cut 2-0-0 for tight Biting wood to wood bearing Con- 2-0-0 nectar plates shall be located on both faces of the truss with nails fully imbedded and shad be sym about the Joint unless otherwise shown A 5.4 plate b 5- wide x 4- long. A 6x8 plate is 8' wide x 8' long Slots (hot-) run parallel to the plate length specifled. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes lFil are minimum sizes based on the forces shown ■nd may need to be Increased for certain hand. ding and/or erection stresses. This truss is not to be fabricated with fire retardant treated 3X4 2X4 2X4 lumber unless otherwise shown. For additional Information on Quality Contra[ refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations arc to be followed In accordance with 'Handling Installing a Bracing% HIB-9I- 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 pro- Itlon and for resisting lateral forces shall be designed and installed by others Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid I rag and dominomg. The supervision of cm, Uon of trusses shall be under the control of persons experienced In the installation of trusses Professional advice shad be sought if needed. Con"ntrnuon of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after ill fastening and bracing is completed. 0# 3.50" 6-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: System Maronda y CONTRACTOR. Dsgflr: TLY I Chi: BRACING WARNING: TIC Live 16.0 psf 4005 MARON DA WAY Bracing shown an this drawing b not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf SANFORD. FL. 32771 which is a pan of the budding design and which must be considered by the budding designer. Bracing BC Live 0.0 Psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified I=Uons determined by the budding designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI). BC Dead 2.0 psf LICENSE #0050068 Rruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 25.0 psf 1005 VANNESSA DROVIEDO.FL32766 0# 3.50" scale = 1.0500 Truss ID: VT41 Date: 11-05-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA v•no ns nj- tirno- Design: Mgrru Analysis JOB PATH: CA7EE-L0KIH0ME01R nta: Ud.LU.Ul JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT42 ATY:1 DESIGN INFORMATION This design is for on Individual budding component and has been based on information provided by the client. The designer disclaims any roponslbWty 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- e8b project and accepts no responslbUlty or "crelses no control with regard to fabrim- llon, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated ns par of the building design by a Building Designer (registered amhllecl 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 nre In agreement with the local building codes. local climatic records for wind or snow loads. project speanatlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of 10'-0" ox. Connector plates shall be manufactured from 20 gauge hot dipped phranlzed steel meeting ASfM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responslbWty for such verl- fiatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates tover shall not be stalled knotholes. knots or distorted gain Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be loafed on both faces of the truss wllh naus fully imbedded and shall be sym, about the Jolnl unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centruid 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 Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnatlan on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendation are to be followed In accordance with'liandling Installing dr Bracing". HI9-91. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stmlOt and plumb pos- Ilion and for resisting lateral fore" shall be designed and installed by other. Careful hand - Ling is essential and erection bracing Is always required. Normal precautionary action for tru"m requInes such temporary bracing during msallatlon between trusses to avald loppwR na and do —Ling The supervision a! ercclbn of trusses shall be under the control of persons experienced in the tnsauatlon of truss". Professional advice shall be sought If needed Concentration of construction loads greater than the design Inds shad not be applied to trusses at any time No Inds other than the weight of the erectors shall be nppLIed to truss" untu aflel oil fastening and bracing I, compleled TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 0-9-4 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, i= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Encl L. 2.3 ft W. 2.3 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Inipact Resistant Covering and/or Glazing Req e=ve000—.... Joint Locations ===••__________ 1) 0- 0- 0 3) 2- 3-12 2) 2- 3-12 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 -28 0 BOT PIN 2- 2- 0 0 0 0 BOT H-ROLL 2-3-12 1 2 4.00 3X4 2X4 ON 3.50" 1N J.Du 2-3-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TP1 1-1995 fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Was VANNESSA DROVIEDOXI-32768 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or stmtlar bracing which is a part of the building design and which must be considered by the building designer Bracing shown is for lateral support of truss members only to reduce buckling length. Provision must be mnde to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPI( (Truss Plate Institute. TPI, is baled at 583 D'Onofrio Drive. Madison. Wisconsin 537191 0-9-4 Studs ® 2-0-0 o.c. scale = 2.7243 Eng. Job: WU: AKLK Dwg: Truss ID: VT42 Dsgnr: TLY Chk: Date: 11-05-03 TIC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psf V00 05 02- 32503- Design: Masri.t Analysis iuu FArrr: )-.tree-LUAtnU—n JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT43 QTY:1 1 DESIGN INFORMATION Thb design is for an Individual building component and has been based on Information provided by the client- The designer disclas n i 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 m It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. Thistruss has been designed as an indMdusI building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated a part of the building design by a Building Destgner lmglstered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project speclflotions or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design asumes compression chords (top or botte-I are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid "dLng. they should be braced at a maximum spacing of 10`4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped plvnntzcd steel meeting AST'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to rcalim a continuing responslbWty for such ved- fioUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain Member shall be cut for light fitting wood to wood bearing. Con - nectar plates shall be located on both faces of the truss with nails fully imbedded and shag be m. sy'bout the joint unless otherwise shown. A 5.4 plate is 5' wide x 4' long A 6x8 plate is (r wide x 8' long Sloss (hotel run Parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes ore minimum sizes based on the forces shown and may need to be increased for certain hand - Lung and/or erection stresses. This truss s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional udormatton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed In accordance With 'Handling Insl'Wng A Bracing'. NIB-91. Trusses ore to be handled with particular care during banding and bundling. dell-ry and Wlallallon to amid damage. Temporary and permanent bracing for holding trusses in ■ straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing Is always required. Normal precautionary action for trusses require such temporary bracing during insl'llauan between trusses to .,old LappD"g and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Profesetonal advice shall be sought d needed. Concentration of construction loads greater than the design loads shall not be applied to trusses .1 any time. No loods other than the weight of the erectors shall be applied to trusses unit) after all fastening and bracing I,completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD- 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 7# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. Wndl,od per ASCE 7-98, CSC, V- 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 7.4 ft W- 7.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Ialpact Resistant Covering and/or Glazing Req -- 7-5-0 1 2 4.00 ON 3.50" =_____=====Joint Locations== -------- _____ 1) 0- 0- 0 3) 7- 5- 0 5) 3- 3- 4 2) 3- 3- 4 4) 7- 5- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 0 -7 BOT PIN 7- 3- 4 0 0 0 BOT H-ROLL 3X4 2X4 2X4 7-5-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 (Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind tinting. portal bracing or similar bracing SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE §0050068 frross Plate 1nsUlute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDOXI-327116 ON 3.50" 1-1-2 (R1- 10 0) Studs ® 4-0-0 o.c. scale = 0.7485 Eng. Job: WO: ARLK Dwg: Truss ID: VT43 Dsgar: TLY Chit: Date: 1 1-05-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psr V:09.05.02- 32504- 4 Design: Masrit Analysis JOB PATH: C-ITEE-LOKIHOMEOIR HCS: 03.20 02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT50A ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2x4 TRANSVERSE BRACING nailed flat to edge .............. Joint Locations =====__________ is for individual building BOT CHORDS: 2x4 SP N2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 3-11- 0 5) 1-11- 8 This design an component and has been based an information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 1-11- 8 4) 3-11- 0 6) 0- 0- 0 provided by the client. The designer disclaims Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibwtyrordamagesas■ result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, Ca4C, V- 125rrph, X-Loc Vert Horiz Uplift Y-Loc Type faulty or incorrect information, speelnmtions Support 2 4# H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 pip 0- 0-12 0 -16 -1 BOT PIN and/or dealg]s truss furnished to the trdesigner Bld Type. Enel L. 3.9 ft W- 3.9 ft Truss 3-10- 4 0 0 -4 BOT H-ROLL by the client and the correctness or accuracy of this lrtfonmuonasitmay relate toaspe- ..TC...FORCE... CSI ..BC...FORCE ... CSI in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf clflc project and accepts no responsibility or Fact Resistant Covering and/or Glazing Req —rases no control with regard to fabrien- t1on. handling. shipment and installation of trusses. Thts truss has been designed as an IndMduol 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 engneerl. when mimed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown ore in agreement with the local building codes. local cWnotic records for wind or snow foods. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy foods. The design assumes compression chords (Lop or bottom) are mnttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at o 1,1-11-8 1-11-5 maximum spacing of to-0' o c. Connector plates shall be manufactured from 20 gauge hot 1 3 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 6 00 -6.00 FABRICATION NOTES 4X6 Prior to fabrlcotlon. the Fabricator sha 1 review this drawing to verify that this drawing s in conformance with the fabricator's plans and to realize a continuing msponsibWty for such veri- ficotlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates sha8 not be installed over knotholes. knots ordistorted grain. Member shall be cut for tight fitting wood to wood bearing. Con- nector pinta shall be located on both faces of 0-11-12 the truss with nabs fully imbedded and shall be 0-11-12 sym. about the joint unless otherwise shown A 5x4 plate is 5' wide x 4' long. A 6x8 plates 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand• ling and/or erection stresses Ths trusss not to be fabricated with fire retardant treated For 2X4 3X4 lumber unless otherwbe shown. additional information on QunUty Central refer to 3X4 ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to ovoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Ition and far routing lateral farces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Irstal allon between trussesto ovoid toppling and dominoing The supervision of erection of trusses shall be under the control of penors experienced in the lnstallatlon of tresses. Professional advice shall be sought it needed. Concentration of construction loads greater than the design Imds shall not be applied to trusses at any time. No hods other than the weight of the erectors shall be nppbed to trusses until after all fastening and bracing is completed 3-11-0 ,16 5 41 0# 1.501n 0# 1.50" 3-11-0 D EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANS11TPI 1-1995 Studs ® 2-0-0 o.c. scale = 1.7106 Maronda Systems 4 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 1 BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing building design which be considered by the building designer. Bracing Eng. Job: Dwg' Dsgnr: TLY Chk: WV: AKLK Truss ID: VT50A Date: 1 1-05-03 TC Live 16.0 psr TC Dead 7.0 psr DurFac - Lbr: 1.25 DurFae - Pit: 1.25 O.C. Spacing: 24.0" 4005 MARON DA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 which Is a part of the and must shown is for lateral support of truss members only to reduce buckling length. Provisions must be by tine building designer. BC Live 0.0 sr p Design Criteria: TPI made to anchor lateral bracing at ends and specified locations detemnined BC Dead 2.0 psf TOMAS PONCE P.E. Addittlimlbracing ofthe overaustructure myberequired. IseeHIB-91ofTp" Code Dese: FLA LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 25.0 psf V 0 .05.02- 32505- ! 1006 VANNE58A DROVIED0.FL32766 Design: Marrir Andfynt /Del rAM. LMLL-LUAMUMLUIIt I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT51 A ATY:1 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truv designer by the client and the mrtectness or accuracy Of this information as it may relate to a epe- elflc project and accepts no responsibility or exercises no control with regard to fabrim- llon, handling. shipment and Installation of trusses. This truss has been designed as an IndMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Inmrporoled as part of the building design by a Building Designer (registered nmhltcct or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that lire data shown are In agreement with the local building codes, local climatic records for wind or snow loads. pr ject specifications or special applied loads Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously bmeed by sheathing unless otherwise specified. Where bottom chords In tension art not fully braced latemlly by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-O' o e. Connector plates shall be manufactured from 20 gauge hot dipped pt-nlzed steel meeting ASTM A 653. Cmde 40. unless otherwise shown FABRICATION NOTES A for to fabrication. the fabricator shag review this drawing to verify that this drawing is In cmdornonce with lire fabricator's plans and to realize a continuing responsibility for such veri- fication Any discrepancies are to be put In w7iting before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Membem shag be cut for light filling wood to wood bearing Con- nector plates shag be located on both faces of the truss with was fully Imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sun are minimum sizes based on the forces shown and my need to be Increased for certain hand- Wng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection mcornmendatiotu are to be followed In accordance with -Handling st InaWng S 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- Illon and for resisting lateral forces shag be designed and Installed by others. Careful hand- 8ng is essential and erection bracing is always required. Normal precautionary action for trvsso requires such temporary bracing during Installation between trusses to avoid lopping arrd donihroing The supervtsion of ermuon of muses shall be under the control of persons experienced In the Installation of trusses. professional advice shall be sought D needed. Concentration of construction loads greater than the design loads shall not be applied to trusses M any time. No loads other than the weight of lire erectora shall be applied to trusses until after all fostening and bracing I, completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 7# 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Sintplified Analog Model. WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 6.6 ft W= 6.6 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req == _____er-Joint Locations======___ ______ 1) 0- 0- 0 3) 6- 7- 0 5) 3- 3- 8 2) 3- 3- 8 4) 6- 7- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LoDCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 -4 0 BOT PIN 6- 5- 4 0 0 -7 BOT H-ROLL 3-3-8 k 3-3-8 Ilk 1 3 4X6 1-7-12 3X4 2X4 3X4 t# 3.50" 16 6-7-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Studs ® 2-0-0 o.c. 0# 3.50" Di scale = 1.0177 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK (Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT51 A y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1 1-05-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bnting or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing for lateral buckling length BC Live 0.0 psf O.C.Spacing: 24.0" P 9 (407) 321-0064 Fax (407) 321-3913 shown is support of truss members only to reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the buildhig designer. BC Dead 2.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. ISee HIB-91 of TPII. Ps Code Deese: FLA LICENSE #0050068 IT, Plate Institute, TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191 1005 VANNE59A DB.OVIEDO.FL32756 TOTAL 25.0 psf V:09.05 02- 32506- ! Design. Mmrir Anah n JOB PATH: CATEE-LOXIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT52A ATY:I DESIGN INFORMATION This design is for an individual bu8ding component and has been based on Information provided by the client. The designer disclaims any responslbWty, for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It my relate to a spe- clf c 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 IndlvfduaI 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 engineerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied loads Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced Laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10r4r o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricaloes plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication Plates shag not be installed over knotholes. knot, or distorted grain. Members shall be cut for tight fltltng wood to wood bearing Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4- long A 6x8 plate Is 6- wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated m luber unless otherwise shown. For additional Infomution an Quality Control refer to ANSIrMl 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendallons are to be followed in accordance with -Handling Irulalllng if Bracing', HIB-91. Trusses are to be handled with particular care during landing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- itron and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dosupervisionng The supervision of erection of trusses shall be under the control of persons wrperienced in the Installation of trusses Professional advice shall be sought if needed. Concentration of construction loads greater than the desV bads shall not be applied to trusses at any time. No loods other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I,completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 3# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 2-3-12 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, C&C, V- 125uph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 9.2 ft W= 9.2 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req _________=====Joint Locations ==== ...... a,.... 1) 0- 0- 0 5) 9- 3- 0 9) 2- 7- 8 2) 2- 7- 8 6) 9- 3- 0 10) 0- 0- 0 3) '4- 7- 8 7) 6- 7- 8 4) 6- 7- 8 8) 4- 7- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 0 -1 BOT PIN 9- 1- 4 0 0 -3 HOT H-ROLL 4-7-5 k 4-7-8 Ilk 1 2 4 5 6 00 -6 0000 4X6 3X4 2X4 2X4 2X4 3X4 ►��1�a00.11��Fl��S�3FIN�RFSFAIRa ��1��a FAS Ma 1 1 rY ON 3.50" 9-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32766 : READ ALL NOTES ON THIS SHEET A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this draaang is not erection bracing. wind bracing. portal bracing or similar bracing which s a par of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations deternlned by the building designer. Addaional bracing of the Overall structure may be required. fSee HIB-91 of TPI). (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 2-3-12 ON 3.50" DI Studs ® 2-0-0 o.c. scale = 0.7243 Eng. Job: WV: ARLK Dwg: Truss ID: VT52A Dsgnr: TLY Chk: Date: 11-05-03 TC Live 16.0 psi DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 Psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psi V:09.05.02- 32507- ; Design: Manx Analysis JOB PATH: CATEE-LOKIHOMEOIR HCS: 08.20.02 I I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT53A 9TY:1 DESIGN INFORMATION This design Is for an individual building component and has been based an Informatlon provided by the client. The designer disclatnu any responsibility for damage as a result of faulty or incorrect Information. specNcallons 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. cOlc project and accepts no responsibility or exercises no control with regard to fabrio- tlon, handling. shipment and installation of truss". This truss has been designed as an individual building component In accordance with ANSI/TPI I-IM and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or prat"sloml englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. tool climatic records for wind or snow Inds. project speeiflalJom or special applied bads. Unless shown. Inrss has not been deigned for storage or occupancy loads. The design assumes compreslon chords (Lop or bottom) are conlinu- ously braced by sheathing unlw otherwise specified. Where bottom chards In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced al ■ maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricators plans and to reallze a continuing responsibility for such ved- flalion. Any discrepancies are to be put In writing before cutting or fabrication. Plat" shall not be Waged over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing Con- nector plates shag be looted on both faces of the innss with nafLs fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A 8x8 plate is 6 wide x 8' long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mintmum sizes based on the forces shown ■nd may need to be increased for certain hand- ling and/or erection stresses. This Was b not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling l mating 6 Bracing-. HIB-91. Truces are to be handled with particular ore during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essenlal and erection bracing is .Nays required. Normal precautionary action for trusses requires such temporary bracing during bualallon between trusses to avoid toppling and d"Lnoing The supervision of erectlon of trusses shall be under the control of persons eaperlenccd in the Installation of trusses Profesabnal advice shag be sought if needed. Concentration of comtructlon hods greater than the design loads shag not be applied 10 truss" al "ray time. No lads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 5# Support 2 10# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 3-0-12 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndL,od per ASCE 7-98, C4C, V. 125mph, H- 15.0 ft, i- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L= 12.2 ft We: 12.2 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Ifflpact Resistant Covering and/or Glazing Req =__ ___=r,===Joint Locations====== ----- ==__ 1) 0- 0- 0 5) 12- 3- 0 9) 4- 1- 8 2) 4- 1- 8 6) 12- 3- 0 10) 0- 0- 0 3) 6- 1- 8 7) 8- 1- 8 4) 8- 1- 8 8) 6- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 -11 -5 BOT PIN 12- 1- 4 0 0 -10 BOT H-ROLL 6-1-8 6-1-8 1 2 4 5 Q 4X6 3X4 2X4 2X4 2X4 3X4 3-0-12 12-3-0 10 9 8 7 6 0# 3.50" OH 3.50" 12-3-0 —I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.5469 Imaronda S stems WARNINGS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WV: ARLK Truss ID: VT53A y CONTRACTOR. Dsgnr: TLY Chk: Date: 11-05-03 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wtnd bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Plt: 1.25 SANFORD, FL 32771 which is a par of the building design and which must be considered by the building designer. Bracing BC Live 0.0 PSI* O.C.Spacing: 24.Onr p g (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made la anchor lateral bracing at ends and specified location determined by the budding designer BC Dead 2.0 psf Design Criteria: TPI TOMAS PONCE P.E. Addi,anal bracing of the overall sl.meture may be required. (See HIS-91 of TPI) Code DeSC: FLA LICENSE #0050068 rrrr... Plate Imtltute. TPI, is looted at 583 D'Onofrio Drive. Madison. WUaruln 53719). TOTAL 25.0 V:0 02- 32508- 1 LOOS VANNFSSA D0.0VIEDO.FL32768 I I psf I .05 Design: Matrix Analytis JOB PATH. CATEE-LOKWOMEDIR HLS: (Rf LU. UL JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: W QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Wonnatlon provided by the client- The designer disclaims any responslbWly for damages as a result of faulty or incorrect Worm itlon, specifications and/or dnlgo furnished to the truss designer by the cbent and the correctness or accuracy of this information as It may relate to a spe- clflc project and accepts no responsibility or exercise no control with regard to fabria- uon, handling. shipment and Installation of trusses. This truss his been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated u pan of the budding design by a Building Designer [registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. loci climatic records for wind or snow loads, pmjecl specifications or special applied foods. Unless shown, truss has not been designed for storage or occupancy Imds. The design assume comprwfon chords (top or bottom) art continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cellng. they should be braced at a maximum spacing of 10'-0' o e Connector plates shall be manufactured from 20 puge hot dipped gelvaniud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall rM— this drawing to verify that this drawing b in conformance with the fabrimtoes plaits and to runic a continuing responslbWiy, for such vert- nallon Any discmpancl- are to be put In writing before cutting or fabrication. Plates eha8 not be installed over knotholes. knots or distorted gain Members shag be cut for light lilting wood to wood bearing. Con- nector plates shag be looted on both faces of the truss with nags fully Imbedded and shall be syin about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long A 6.8 plate is 6 wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the wch unless otherwise shown. Connector plate sizes ore mtnhnum sizes based on the forces shown •lid may need to be increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire ret➢Idanl treated lumber unless otherwise shown. For additional information on Quality Contml refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AB bracing and emcUon recommendations are to be followed in accordance with "Handling Uniting & Brecing-. HIB-91. Trusses are to be handled with porUeular are during banding and bundling. delivery and Installation to amid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others Careful hand- ing is essential and erection bracing is always «qubed. Normal precautionary action for trusses requires such temporary bracing during installation between truss- to avoid toPti of and dominoing. The supervision of ercetion truss. shelf be under the control of persons experienced in the Wtabatlan of trusses. P-resvamaf advice ahw be sought If needed. Concenlrauon of construction Imds greater then the design Imds shall not be applied to truss- at any time. No loads other than the weight of the emel— shall he applied to truases until after all fastening and bracing is counpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 131# Support 2 44# Support 3 311 MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTIONi T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 0-6-6 1 Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 58.0 ft W= 0.8 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 -6 0.02 4- 3 0 0.01 ....... =...... Joint Locations ------------- _• 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 TOP PIN 0- 4- 0 64 24 -131 BOT PIN 0- 7-12 8 0 -3 BOT H-ROLL 0-9-0 1 2 6.00 0-1044 0-9-0 Ilk 4 3 65# 8.00" 17# 2.50" 1. 0-10-8 Via0-9-0 8# 2.50 0-0-1 (110-11-12) C/L: 0-7- SRO-0-1) 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 VANNESSA DR.OVIEDO.FL32768 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, pores bracing or shnlbar bracing which is a part of the building design and which must be considered by the building designer. Bracing shoem is for lateral support of trusa members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addlliorul bracing of the overall structure may be required. [See HIB-91 of TPI). rrruss Plate Institute. TPI, is looted at 583 D'Onofrto Drive, Madison. Wisconsin 537191 l0 Toe--Natls2) Attach with (2) 10d Toe -Nails scale = 1.8444 Eng. Job: WO: ARLK Dwg: Truss ID: W Dsgar: TLY CIO[: Date: 10-27-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf v-n9 ns f)2- 313RA- A Derian: Malrir Analysis JOB PATH. CA7EE-LOKVOBS14RLK HCS. 08.20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: X ATY:12 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 If this InfornaUon as It may relate to ■ spe- c81e project and accepts no responsibility or esemiss no control with regard to fabriea- 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 professlonal 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 loads, Project speclflcallons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are conllnu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by a property applied rtod -Wag. they should be braced at a maxlmwn spacing of 10'-(r o.c. Connector plates stall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that thin drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- fication. Any discrep ricies am to be put in writing before cutting or fabrication Plates shall not be installed over knotholes. lunots or distorted gram. Members shall be cut for light titling wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nails fully imbedded and shall be sym about the Joint unless otherwise shown A 5s4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum slzn based on the forces shown ■nd may need to be increased for certain hand- ling and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI /TPI I -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling InstaWng A Bracing-. HI0-91. Trusses are to be handled with particular cart during banding and bundWng. delivery and Installation to avoid damage. Temporary and permanent bracing for holding lasses In a straight and plumb pm. Itlon and for resisting lateral forces shall be designed and Installed by others Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Irnstalhntion between trusses to avoid loppling and dominoing. The supervision of erection of trusses shall be under the central of persons expertenced in the installation of trusses. Professional advice shall be sought If needed Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 436# Support 2 518# MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D- 0.02" To-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 Analysis based on Simplified Analog Model. Wndbod per ASCE 7-98, CiC, V. 125atph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 40.0 ft W. 10.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 243# ..TC...FORCE... CSI ..BC...FORCE ... CSI 1- 2 -998 0.54 6- 5 920 0.22 2- 3 -964 0.62 5- 4 55 0.17 _=====000e===Joint Locations -------------- 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 422 243 -436 BOT PIN I, 11-0-0 L 1 2 3 I 4.00 D71 J.L 2-6-5 2X 0-1-6 4-5-3 1 3X4 T0-6-6 _ 3X6 _ 3X4 3X4 I- 5X8 3X4 EXCEPT AS S11OWN 0-8-0 �I I I, 10-0-8 I/ 16 5 4 423# 8.00" 358# 2.50" L 14-8 1, 10-8-8 00-3-8-8 r (R1-5-6) (I RO-2-15) PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4738 (Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Was VANNESSA DROVIEDO.FL32768 WARNINts: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: ARM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X CONTRACTOR. Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bmcing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psr DurFae - Plt: 1.25 which b a part of the building design and which must be considered by the building designer. Bracing h for lateral truss to buckling length. Provtslom BC Live 0.0 ps r O.C. Spacing: 24.0" shown support of members only reduce must be made to anchor lateral bracing at ends and specified locations determined by the building designer. bracing BC Dead , 100 Ps f Design Criteria: TPI Additional of the overall structure may be required 1See HIB-91 of TPI). Code Dese: FLA frruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psr V:09.05.02- 31389- 4 Design: Alarm Analysis JOB PATH: C:ITEE-LOKVOBSNRLK HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. WO: ARLK WE: TI: X1 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. specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information a It may relate to ■ 5pe- e81c project and accepts no responsibility or u rcscs no control with regard to fabricm- tlon. 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 Build Ing 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 Inds. The design assumes compression chords (lop or bottom) arc contmu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rWd cellhng, they should be braced at a maxtu um spacing of 10'-0- o c. Connector plain shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwse shown. FABRICATION NOTES Mor to fabrication. the fabricator shall review this dnwing to verify that this drawing Is In carmfonnance with the fabricator's plans and to realize a continuing rnpomlbWly for such verl- flcatlon. Any discrepancies are to be put In writing before culling or fabrication Plain shall not be Installed over knotholes. knots or distorted gain. Members shall be cut I., tight fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about lhejotnl unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown Connector plate sizes ■re minimum sties based on the forces shown ■nd may need to be increased for certain hand- Wmg and/or crecllon stresses. This trues is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPi 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bmcmg•. HIB-91. Ti-uses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trutssn In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bmcing is always required. Normal precautionary action for trusses requires such temporary bracing during IrutnBation between trusses to avoid toppling and dominoing. The supervtslon of erection of (rrsun shall be under the central of persons upenenced In the installation of trusses Professional advice shall be nought O needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any tine No Imds other thon the welghl of the erectors shall be applied to W.ves until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 417# Support 2 519# MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D- 0.02" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 4-3-3 0-6-6 1 I WndLod per ASCE 7-98, CIFC, Ver 125rrph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft W= 11.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 256# TC...FORCE ... CSI ..BC...FORCE... CSI 1- 2 -875 0.54 6- 5 821 0.23 2- 3 -867 0.73 5- 4 -8 0.22 =_--- _rev = =Joint Locations ==.==__... =.... 1) 0- 0- 0 3) 10-10- 4 5) 5- 5- 7 2) 5- 3-11 4) 10-10- 4 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10- 4 343 0 -519 TOP H-ROLL 0- 4- 0 432 256 -417 BOT PIN 11-0-0 11 Ilk 1 2 3 11 2.00 I 0-8-0 038 I I I I 10-0-8 16 5 41 433# 8.00" 344# 3.50" 1-4-8 I (R144) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOOS VANNESSA DROVIEDO.FL32766 11-0-0 scale = 0.4925 WAKNINCt: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X1 CONTRACTOR. Dsgnr: TLY Chk: I Date: 10-27-03 TIC Live 16.0 psr DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing Is not erection bmcmg. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. BmcIng shown is for lateral support of truss members only to buckling length. Provisions BC Live 0.0 O.C.Spacing: 21.Orr p aClg• reduce must be made to anchor Lateral brucbrg at ends and specified locations determined by the building designer Additional bracing the be Psi, gC Dead 10.0 r Design Criteria: TPI of overall structure may required. (See 111E-91 of TPII rrross Plate Institute. TPI, Is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719) Code Dese: FLA TOTAL 33.0 psf V:09 05.02- 31390- 4 Design: Matrix Anafyin JOB PATH. C.I7'EE-LOKUOBSURLK HCS: 08.20.02 I I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Y 9TY:2 1 DESIGN INFORMATION This design Is for an Individual building component and has been based on tnfonnatlon 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 rasmythis Infomation It y relate to a spe- .lc project and accepts no responsibility or exercises no control with regard to fabrla- tion, handling. shipment and Irtslallallon 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 build Ing design by a BuOdtng Designer (registered architect or professional englneerd. When reviewed for approval by the building designer, the design loadings shown must be checked In be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads The design assumes compression chords (top or botloml are comtnu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by a properly applied rgd ceiling. they should be braced at a maximum spacing of 10'-0- o c. Connector plates shall be manufactured from 20 puge hot dipped gaNarAmd steel meeting ASTM-A 659. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fobrialor shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before culling or fabrication. Plat" shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing Con- nector plat" shall be located on both faro of the truss with nabs fully imbedded and shall be sym. about the Joint unless otherwise shown A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is B' wide x 8- long Slots lholesl run parallel to the plate length specified Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the fortes shown and may need to be Increased for certain hand- ling and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI rM 1-1995 PRECAUTIONARY NOTES Ag bracing and erection recommendations an to be followed in accordance with -Hamill" lmtaWng 6 Bracing% HIB-91. Trusses art to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding tntves in a straight and plumb pm- Itlon and for resisting lateral fore" shall be designed and Installed by others Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses require such temporary bmcing during Inaingalion between trusses to avoid loppgng and dominoing The supervision of eredlon of trusses shall be under the control of persons experienced In the installation of trusses Professional advice shag be sought If needed. Concentration of construction Inds greater I line design loads shag not be applied to trusses at any lime. No bads other than the re weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 333# Support 2 229# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 3-3-3 0-6-6 1 WndLod per ASCE 7-98, CSC, V- 125rrph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 58.0 ft W. 11.0 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 -854 0.15 7- 0 660 0.18 2- 3 -602 0.14 0- 6 806 0.25 3- 4 -551 0.15 6- 5 0 0.11 ==__ ___=====Joint Locations==..... ====.... 1) 0- 0- 0 4) 11- 0- 0 7) 0- 0- 0 2) 3- 9- 0 5) 11- 0- 0 3) 7- 6- 0 6) 7- 4- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 432 117 -333 BOT PIN 10-10-12 356 0 -229 BOT H-ROLL 7-6-0 3-6-0 l 2 4 4X6 3X4 2.00 J 0-8-0 I®I I I 6-841 3-7-12 I I 17 5 433# 8.00" 357H 2.50" I-4-8 11-0-0 -i EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5414 WARNINGS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: Y (Maronda S stems i CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bmctng shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing gC Live 0.0 r p5 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be node to anchor W-1 bracing at cuds and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overag,lrutturc may be required. (see HIB-91 of TPll. Code Dese: FLA LICENSE #0050068 ITruss Plate Institute, TPI. is located at 583 D'Onofrto Drtve. Madison, Wisconsin 53719). TOTAL 33.0 V:0 05 02- 3 4 1005 VANNFSSA DROVIEDO.FL02768 I I psr I - Design: Mom Andfyrij JOB PATH: CATEE-LOKVOBSIARLK HU: Gtf.w.111 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Z ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to ...... ___=====joint Locations=====__ .... ____ This design is for an IndMdual building BOT CHORDS: 2x4 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 11- 0- 0 5) 4- 4- 4 component and has been based on InfonnatWn WEBS: 2x4 SP #3 positioned to provide equal unbraeed 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge any responsibility for damages m a mull of SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ - drains and/or designs furnished to the truss designer andfaulty or Incorrect misledinformation. he truss This 1-PLY Hi Master designed to car P gin Ti' Brace must extend at least 90% of web length g Uniform PLF From PLF To by the client and the correctness or accuracy 31 0" open jacks (no webs) across center 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1- 4- 8 -46 4- 6- 0 Of this lnfonnatton u It may relate too sPe- and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V- 125n;ph, TC Vert L+D -54 4- 6- 0 -54 11- 0- 0 ctnc protect and accepts no responslbWtyor H- 15.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 BC Vert L+D -20 0- 0- 0 -20 4- 6- 0 anilofobnm- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Encl L. 58.0 ft W- 11.0 ft Truss BC Vert L+D -23 4- 6- 0 -23 11- 0- 0 tion,hdnog.ship entanith Wtalleda of trusses. This trusses. This lrvss ism been designed .s on support 1 160# PPo in END zone, TCDL- 4.2 sf, BCDL- 6.0 sf P P Concentrated LEIS Location individual building component in accordance with Support 2 166# Intpact Resistant Covering and/or Glazing Req BC Vert L+D -384 4- 6- 0 ANSI/TPI1.1995 and NDS-97 to be incorporated MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION----- aspartofthebuildingdesigrbyaBuilding L/997 at JOINT # 5 ..TC...FORCE ... CSI ..BC...FORCE ... CSI X-Luc Vert Horiz Uplift Y-Loc Type Designer(registered architect or professionaleng L=-0. 12" D=-0.12" T=-0.24" 1- 2 -2024 0.50 6- 0 1369 0.45 0- 4- 0 689 0 -160 BOT PIN building Whenrthededfnloadior loadival byngs n building designer, the design loading shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 0 0.68 0- 5 1918 0.76 10-10-12 560 0 -166 BOT H-ROLL must be checked to be sure that the data shown T= 0.07" 5- 4 1769 0.70 are In agreement with the lost building code. MAX HORIZONTAL LIVE LOAD DEFLECTION: local climatic records for wind or snow loads. T= 0 . 04 " protect specifications or special applied Imds. Unless shown. truss has not been designed for RMB = 1.00 .Longo art occupancy loads The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng, they should be braced at a mnxbnum spacing of 10'-0- o c. Connector platen shall be manufactured from 20 gauge hot dipped plvanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shwa. FABRICATION NOTES Prior to fabrication. the fabricator shall review Ihs drawing to verify that this drawing Is in conformance with the fabrialor's plan. and to realize a continuing responsibibty for such verl- flallon. Any discrepancies are to be put In wilting before cutting or fobricauon. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut far tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym about the Joint unless otherwise shown A 5x4 plate is 5- wide x 4- long A 6x8 plate Is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown Connector plate sizes are minimum sizes based on the forces shown and may need to be Ise.,. for certain hand. gng and/or erection stresses This Iruss is not to be fabricated with fee retardant treated lumber unless otherwise shown. For additional Information on euallly Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with .Handling installing & Bracing-. IIIB-91. Trus.es are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing far holding lrisses in a straight and plumb pm- Illon and for resisting lateral forces shall be designed and Installed by others Careful hand - Wig is essential and erection bracing s always required. Normal precautionary action for I— requees such temporary bracing during Installation between trusses to avoid toppling and dominaing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trtsses. Professional advice shall be sought If needed Concentmllon of construction Inds greater than the design loads shall not be applied to Irusses at any lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 2-3-3 0-6-6 1 4-6-0 6-6-0 1 3 4.00 4X6 2X4 T 1-5-0 0-7-6 2.00 0-8-0 3-84 6-7-12 I 6 4 690a 8.00" 560# 2.50" 1-4-8 0.1.1 11-0-0 J (R1-5-6) 385# PI 1-1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/T995 scale = 0.5414 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 10-28-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing. ponal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD. FL. 32771 which s a pan of the building design and which must be considered by the butlding designer. Bracing for lateral buckling BC Live 0.0 fSpacing: PS O.C.$ sets 24.Ori (407) 321.0064 Fax (407) 321-3913 su rt of buss members onN to reduce shown is support g length. ten ProvLslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 r Ps Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9i of TPI) Code Dese: FLA LICENSE #0050068 Truss Plate Institute. TPI, islocatedisc located at 563 D'Onofrio Drive. Madison. Wonsin 53719) 1005 VANNE53A DILOVIEDO.FL32766 TOTAL 33.0 psf V•09 05.02- 31502- ' Design: Maim Analysis JOB PATH: CATEE-LOKIJOBSARLK HCS: 0820.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Z1 9TY:2 e. DESIGN INFORMATION This design is for an indtvdual building component and has been based on Information provided by the eLlent. The designer disclaims any responslbWly, for damages as a result of faulty or Incorrect information. speUBnHons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to ■ spe- eNc project and accepts no responsibility or exercises no central with regard to fabrtm- tion, handling, shipment and installation of trusses. This inns has been designed as an Individual building component In accordance wah ANSljIPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or prolesslonal 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 codes. local climatic records for wind or now loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or Occupancy Inds. The design assumes compression chords (top or bottom) ore cantlnu- ously braced by sheathing unless otherwise spec8led. Where bottom chords in tendon are not fully braced laterally by a property applied rigid c Wng, they should be braced at maximum spacing of IP-0' o.c. Cann:m, plates shall be manufactured from 20 pup hot dipped pIvnnbed steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fobrl"tlun, the fabricator shall revlew this drawing to verify that this drawing Is In conformance with We fabricators plans and to realize a continuing responsibility for such verl- ficallon. Any discrepancin are to be put in writing before cutting or fabrication Plain shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for tight nlling wond to wood bearing. Con- nector plates shall be located on both fain of the truss with nails fully imbedded and shall be sym. about the joint tirdns otherwise shown. A 5x4 plate is 5' wide x 4' long A Bab plate 1 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slzn ore minimum sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstaWng A Bracing-. I110-91. Truss" are to be handled with particular care during banding and bundling. delivery and installation to amid damage Temporary and permanent bracing for holding trusses in a straight and plumb pas. Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for I—" requires such temporary bracing during installation between truss" to avoid IoPPWg and daminoing The supervision of erection of trusses shall be under the control of persons experienced in the Installation of Was" Profess lonal advice shall be sought If needed. Concentrat an of canstruction loads greater than the design lards shall not be applied to taus" at any time No loads other than the weight of the erectom shall be applied to trusses until after all fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 232# Support 2 29# Support 3 78# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB . 1.15 1-3-15 T 0-6-6 WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W= 1.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 pef Impact Resistant Covering and/or Glazing Reg ..TC...FORCE... CSI ..BC...FORCE ... CSI 1- 2 18 0.01 4- 0 -35 0.01 0- 3 12 0.01 _=___=====Joint Locations==.e= 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 7- 0 19 24 -29 TOP PIN 0- 4- 0 123 39 -232 BOT PIN 1- 7- 0 32 0 -78 BOT H-ROLL 1-8-4 Ilk l 2 4 00 Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails 0-8-0 Plate Height 0-2-1 4 3 123# 8.00" 20# 2.50" 14-8 Pic 1-84 33# 2.5 " I (RI-5-6) C/L: 1-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5810 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: Z1 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: I Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this dmwing is not erection bracing, wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bractng is for lateral truss buckling buckling Live 0.o f O.C. Spacing: 24.0rr (407) 321-0064 Fax (407) 321-3913 sham support of members only to reduce length. Provisions must be made to anchor lateral lancing at ends and specified locations determined by the building dntipmr. gas BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bneingofthe ovenustructure may berequired. (See HIB-9IofTPn. PS Code Desc: FLA LICENSE #0050068 frruss Plate Institute. TPI. is located at 563 D'Onofrio Drive. Madison. Wisconsin 537191 1005 VANNESSA DR.OVIEDo.FL32766 TOTAL 33.0 psf V:09.05.02- 313 3- 4 Design: Mmru Analysis JOB PATH: C-IfEF.LOXUOBSURLX HCS: 08 20 02 r MAY-06-2004;11:03 FROM:NISUS CORPORATION 865+577+5825 T0:4072653751 National •Evaluation Service; Inc. 5203 Leesburg Pike; Suite-000, F.alls.Church, Vlrginla 22041-3401 Al Phone; 703=1-2107 Fax 703fg31-6505 webalts: vwwr.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyrfght 0 2001, Naffonal Evaluation Sarvfe+; Inc. Iseubd October 1, 2001 SORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions wtthin-this report govern if there are any conflicts FUNGICIDE between the manufacturers published Installation Instructions and this report NISUS CORPORATION 100 NISUS DRIVE ROCKFORD. TENNESSEE 37833 800-2944870 • rr1JePg Dnlsuaooro.g2m www.nlsugcom.com 1.0 SUBJECT SORA-CARSO TermRlclds, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION SORA-CARE Termiticide is used to ptcvlde protection against subterranean termites. SORA-CARE Is a Federal EPA registered Termtticlde that Is applied to wood 'surfaces by -spraying, brushing, "and injections and prevents Infestation of subtemnean termites. 60RA-CARE kills the termites through Ingestion. The active Ingredient In BORA CARE Is Dlsodlum Octoborate Tatrehydrate (DOT), which Is a mbdure of borax and boric acid. BORA{ARE utilizes a patented formulation of this mineral soft (DOT) and glycols to penetrate -and protect the wood. When BORA-CARE Is applied to bare wood, it penetrates the wood, and deposits DOT. Diffusion of BORA-CARE Into the wood continues after application until there, is uniform distribution of the active Ingredient In the wood member. BORA-CAREiswetersoluble. When. fresh wood with no sea lnts Is treated with SORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member Is parmltted to be cut after treatment Is complete. 4.0 INSTALLATION 4.1 General SORA-CARE Termiticlde Is Installed In accordance with the manufacturers published Installation Instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shell be licensed pest control operators. The manufacturer's published installation instructions and this report shell be strictly adhered to and a copy of these instructions shall be available at all times on the Job site during Installation. 4.2 Application BORAZARE Is a concentrate that must bs diluted with water before use. The dilution rate Is one pert water to one pact BORA- . CARE -for all pretreatment applications.- Pdar to dilution, BORA- CARE Is a thick viscous liquid similar In appestrance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE Is applied by spraying, brushing, and InJaetlon. BOR"ARE Is not a restricted category pesticide, but shall be applied by a professional pest control operator In accordance with local, state, or federal pest control regulations. SORA-CARE Is clear and odorless. All wood surfaces shall be treated according to label dlrectlons when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot bend of wood around the perimeter of a structure containing a crawl space or basement when the wood tonnes Into contact with the foundation walls or support piers. This treatment Includes the Joists, headers, sills and subflooring areas. Pretreatment of a slab on grads structure consists of treatment of the 'slll plats and two feet up on the well studs and wood sheathing. On wood where acceie Is limited to one or two sides of wood members such as ants and plates on foundation malls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applir2tlons. Pretreatment Is performed at a point during the construction process when the greatest access to all wood members Is available. Typically at the dried4n stage of construction when all structural wood and sheathing Is In place yet prior to installation of Insulation, mechanlcal systems,' electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE Is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant point or slain. Interior surfaces exposed to repeated molsture contact, -such as shower stalls, bath houses, etc. shall be protected by a water resistant point or stain. 1lh/s report It JinJtrd to rho, rpeclfic product and data and tern .,rporrr t>rbn+lurrl by the llcanr In ru applrcarfon requrtrrna this report. No Independent rrrrr wrre perfomwd by the Natfonal Evaluation Servfee, Inc. (NES). and nppS rprctrcally does new mate any warranty, etcher rVrersed or Intrf{vlied, as to any finding or other matter in this rrporr or as !o any product covered by thlr report. Th/s ditelafiner inelydes, but it nor llndted to, ,WwrChmiablitry. This rrporr it also rm?,jrcl to the llmltation Ifsrrd herein. . MAY-06-2001 11:03 FROM:NISUS CORPORATION 865+577+5e25 TO:4072653751 P.003'003 5.0 IDENTIFICATION 7:1 Tbls- Evaluation .Report and.the manuheturirs' published installation inatructlon, when raquira� �j!�M Each of BORA-GAREm Termitleide, insecticide and code oRlefal, shall be submitted at the time of perritit container Fungicide covered by this report shall be labeled with •the• application. manufacturer's nameland or trademark and this National 7.2 SORA-CARE shall be applied by applicators tralnad by Evaluation Service evciwai-vil ;e;o- •:_�•=:'. "ca A'7 in-r meld i;il v ;Ji3us Corporation and shall be licensed pest control Identification. operators. 6.0 EVIDENCE SUBMITTED 7.3 BORA-CARE shall be Installed In accordance with the 6.1 Manufacturer's descriptive literature, specifications, and menufecturses published Installation Inebuctlons• and this report Installation Instructions. 6.2 Test report, lab* last of BORA-CARE treated wood and 7.4 In areas whera a soil treatmont1bar ier termlticide . untreated wood exposod -to subterranean. termites, 4rebtment Is required by the•applicsble coda or local. code official, BORA-CARE Is applied only as a. Formosan Subterranean Termite and Eastern -supplemental pretreatment and Is not a replacement for Subterranean Termite, FL Lauderdale Research b required treatments or barriers. Education Center..UnWrsiry of Florida, Document No. IRGIWPI1504, April 2, 1991, by Nan-Yeo end Rudolf 7.5 � � BORA-CAF2E .wse evaluated only for resistance to 6eheArahn. sutnerreneen tormltes. e,3 Test. report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.8 BORA-CARE is.weter soluble and shall be prot,eeted as Subterranean Termite, Ft. 'Lauderdale- Research i noted In Section 4.3 above. Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Non-Yao Su. •7.7 SORA-CARE has not been evaluated as a treatment for roslstance to termites on LVL products. 6.4 Teat report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.6 This -report is subject .to .re-examination on. a periodic basis. For Information on the current status of this the subterranean termite feeding and tubing near Gulfport, Mississippi, comWoon - of treated -and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State Univorssity Usting or contact the NES. Forest Products Laboratory,. TarryL Amburge-y. . 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORAX —ARE treated wood the subterranean termite feeding and tubing 'new - Gulfport. • Mississippi, - comparison . of . treated . and untreated wood floor joist, Mississippi State Untvarstty Forest Products Laboratory, Terry L Amburgey. 8.6 Test report, January 2001 Progress Report, 110 months axpesure, field avaluation of SORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, • comparison of treated . and untreated wood floor Joist; Mississippi State University Forest Products Laboratory, Terry L Amburgey. 6,7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Prods Laboratory, Dr. Terry L. Amburpey and MS: S.V. Parlich. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the SORA- CARE® Termiticlde, Insecticide and Fungicide described in this report.complies with or is a suitable alternate to that specified in the 2000 International Buliding Codem wish 2001 Supplement, the 2000 international Residen(W Codem with 2007 Supplement, the BOCA National Balding Code/1999; the 1999 Standard Bu7ding. Cod&C, • the 1997 Uniform • Bur7ding Coder', . and -the .1998 International One. and Two- Framay Dwelling Code subject to the following condllions: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: ARLK32B 91CL02 ADDRESS: 312 FAIRFIELD DRIVE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL I. New construction or existing New - 2. Single family or multi -family Single family - 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1875 ft' 7. Glass area & type Single Pane Double Pane - a. Clear glass, default U-factor 196.0 W 0.0 ft, - b. Default tint 0.0 ft' 0.0 fe - c. labeled U or SHGC 0.0 ft' 0.0 fe 8. Floor types - a. Slab -On -Glade Edge Insulation R-0.0, 198.0(p) ft - b. N/A _ c. N/A 9. Won types - a. Concrete, lot Insul, Exterior R=4.1, 1132.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 196.0 ft' - c. N/A _ d. N/A _ e. N/A 10. Ceiling types - a. Under Attic R=19.0, 2085.0 ft' _ b. N/A - c. N/A 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 150.0 ft _ b. N/A Builder: MARONDA HOMES Permitting Office: Cc --" S Permit Number: Ov dg y Jurisdiction Number: 69 1$bu 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: 0.10 Total as -built points: 23829 PASS Total base points: 26178 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: A. DATE: JUL - % I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. • OWNER/AGEJVUT: DATE: JJ LL 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: 8.20 Cap: 50.0 gallons - EF: 0.93 PT' - BUILDING OFFICIALPLANS 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 Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1759.7 Single, Clear SE 1.0 8.0 40.0 61.07 1.00 2432.5 Single, Clear SE 1.0 6.0 16.0 61.07 0.97 943.8 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear NW 1.0 8.0 15.0 40.72 0.99 606.5 Single, Clear SE 1.0 6.0 5.0 61.07 0.97 294.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear SE 1.0 6.0 40.0 61.07 0.97 2359.4 As -Built Total: 196.0 10742.6 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1531.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 0.0 0.00 0.0 Base Total: -6296.4 As -Built Total: 198.0 -6316.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge® DCA Form 60OA-2001 EnergyGauge4D/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 35736.6 Summer As -Built Points: 38901.9 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 38901.9 1.000 (1.087 x 1.150 x 0.95) 0.284 0.950 12471.5 35736.6 0.4266 15245.2 38901.9 1.00 1.188 0.284 0.950 12471.5 EnergyGaugelm DCA Form 60OA-2001 EnergyGaugeOfflaRES'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 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 11.59 1.01 374.7 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.2 Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.0 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear NW 1.0 8.0 15.0 14.97 1.00 224.3 Single, Clear SE 1.0 6.0 5.0 10.59 1.02 54.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear SE 1.0 6.0 40.0 10.59 1.02 432.5 As -Built Total: 196.0 2344.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4250.9 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: -376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1875.0 -0.28 -525.0 1875.0 -0.28 -525.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOD/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8683.8 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 8683.8 1.000 (1.078 x 1.160 x 0.95) 0.416 0.950 4079.0 5165.4 0.6274 3240.7 8683.8 1.00 1.188 0.416 0.950 4079.0 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeOVFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 15245 3241 7692 26178 1 12472 4079 7278 23829 PASS �oQ cxfi sr.4 pro urn oc v f C EnergyGauge'm DCA Form 60OA-2001 EnergyGauge@/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area* .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >118' sealed unless backed by truss orjoint 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 drn from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded bv all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff (gas) must be provided. External or built-in heat trap re uired. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 nallons 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 EnergyGaugelD/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.0 The higher the score, the more efficient the home. ELECTRIC.... 1. New constriction or existing New _ 12. Cooling systems 2. Single fancily or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 12.00 _ 4. Number of Bedrooms 3 _ b. N/A 5. is this a worst case? Yes 6. Conditioned floor area (ft') 1875 fe c. N/A _ 7. Glass area & type Single Pane Double Pane a. Clear - single pane 196.0 fP 0.0 fp _ 13. Ideating systems b. Clear - double pane 0.0 fP 0.0 fe _ a. Electric Heat Pump Cap: 40.5 kBtu/hr _ c. Tint/other SHGC -single pane 0.0 fe 0.0 fe _ HSPF: 8.20 d. Tint/other SHGC - double pane b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Inc lusul, Exterior R=4.1, 1132.0 ft' _ EF: 0.93 _ b. Frame, Steel, Adjacent R=11.0, 196.0 ft' _ b. N/A c. N/A d. N/A _ c. Conservation credits _ e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 ft' _ 15. HVAC credits PT, _ b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) 04•C14E Sr4 in this home before final inspection. Otherwise, a new EPL Display Card will be completed �� = , O� based on installed Code • mpl t fea"4° �o Builder Signature: Date: JUL - % 2004 Address of New Home: City/FL Zip: r�Coo WT, *NOTE: The home's estimated energy pe{forntance score is only available through the FLARES compteter program. This is not a Building Energy Rating. lfyourscore is 80 or greater (or 86for a US EPA/DOE EnergyStarMdesignation), your ponce may qualifyfor energy efciency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge vveb site at vvwcv 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 v3.30)