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HomeMy WebLinkAbout120 Crown Colony Way 03-1428 COPERMIT ADDRESS ` @CO CONTRACTOR /GIT1717T�T.X� PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 \Pd d SUBDIVISION � cn PROPERTY OWNER ra, � D ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR Pc ,, « _ISLE MECHANICAL CONTRACTOR PLUMBING CONTRACTOR c �` MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE PERMIT # G 7�) " ` zj'� DATE PERMIT DESCRIPTION 1 PERMIT VALUATION,,C SQUARE FOOTAGE %J O CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 120 CROWN COLONY WAY for which permit 03-00001428 has heretofore been issued on 4/03/03 has been completed according to plans and specifications filed in the office of the Buildin Official rior to the issuance of said building permit, to wit as�;,��,, `icy complies with all the building, plumbing, electri 1, zoni g and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL ' Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water ENGINEERING: FIRE: Inspected Sewer M Lines In Sewer Tap r,� Street Drainage Q5 F-� sw Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs ` P Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE APPROVAL DATE AMOUNT 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 120 CROWN COLONY WAY which permit 03-00001428 has heretofore been issued on for 4703 /03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE. IMPACT - RESID 4/03/03 91.93 01-RADON GAS TAX FEE 4/03/03 11.44 01-ROAD IMPACT'FEES 4./03/03 847.00 01-RECOVERY FD/CERT. PGM. 4/03/03 11.44 01-SCHOOL IMPACT FEE 4/03/03 1384.00 WD IMPACT:SINGLE FAMILY 4/03/03 650.00 SD IMPACT:SINGLE FAMILY 4/03/03 1700.00 OWNER BUILDING OFFICIAL D 0 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" DATE: -' 0? PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yO1- y`1 J 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. t _ ngineering _; Public Works _- Utilities 7Fire (- ( r-\ Zoning n�A Licensing n � L CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: `' PERMIT ADDRESS: CONTRACTOR: PHONE #: yd1- W) t> The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. _ En ineering Fire r-N n ublic Works ( �,� Zoning n�A' -. Utilities Licensing L I L CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) w CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE:,- ` C A PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yd1- y`1 t:, -Q\\a 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 tilities 0 D Fire (--, ( n Zoning Licensing {1 � L CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Read the Iratir cllbm on Ins 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 120 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 66 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTUIL LATITUDElLONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( ##° - W - ##.##" or ##.#####°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION I B1. NFIP COMMUNITY NAME & COMvIUNITY NUMBER I B2. COUNTY NAME I B3. STATE I CROIMICOLONY 1 120294 1 SEWIOLE I FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREASED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of io kV) 12117C 0045 E 07195 017195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. E] FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? El Yes E] No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1, Building elevations are based on: E] Construction Drawings* [] Building Under Construction' E] Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(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, V1430, V (with BFE), AR, ARIA, ARIAS, ARIA1-A30, AR/AH, AR/AO Complete Items C3.-a4 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 N=1929 Cdnversion/Canments WA Elevation reference mark used WA Does the elevation reference mark used appear on thie FIRM? Yes E] No X a) Top of bottom floor (including basement or enclosure) � . �ft.(m) o b) Top d4 nerd higher floor o c) Bottom of lowest horizontal structural member (V zones only) — _ft.(m) B o o d) Attached garage (top of slab) _. -A(m) E F o e) Lowest elevation of machinery andlo equipment w servicing the building (Describe in a Comments area) ft.(m) .E X f) Lowest adjacent (finished) grade (LAG) .240 ft. (m) Z .2) o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) S o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade .J o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spacer;, copy the corresponding Information from Section A I For Insurance CogM Use: I BUILDING STREET ADDRESS (Inducing Apt, Unit Suite, and/or Bldg. No.) OR P.O. ROUTE'AND BOX NO. Poky Number CITY STATE ZIP CODE I Company NAIL Number SECTION D - SURVEYOR, ENGINEER, OR ARCHRECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcornpany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - SUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITF M BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. 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 _ ft.(m) _in.(cm) ❑ above or ❑ 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 _ t(m) _in.(crn) above the highest a4acent grade. Compete 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 _ ft.(m) in.(crn) ❑ above or ❑ below (check one) the highest a4acent 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 oD munity's flood0ain management ordinance? ❑ Yes ❑ No ❑ 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 Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAassued or community - issued BFE) or Zone AO must sign here. The statements in Sedbx A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH TELLER ROAD, SURE F ORLANDO FL 32810 SIGNATURE _ DATE . TELEPHONE ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's flood0ain 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. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official competed Section E for a building located in Zone A (without a FEMA4ssued or communityassued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community f oodpain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. fl.(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 ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions AYU.NE I.NC. LAND SUJTV4rYOMS 300 COUNTY ROAD 427 5OUTH LONGWOOP, FLORIOA 32750-5499 TELEPHONE: (407) 630-9080 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 120 Crown Colony Way Legal Description: Lot 66, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 66, CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). ominick F. Cavone Florida Surveyor & Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 8/ 19/2003 W.O. # 2003-11215 COUNTY OF SEMINOLE u \ IMPACT FEE STATEMENT / ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75407 DATE: -Z)3 BUILDING PERMIT (CITY) Y NUMBERo UNITADDRESS: ���� ....... ........... ........ ... ............ .................. ...... .... .... .... .... .............. .... .... .... .... .... ..... TRAFFIC ZONEJURISDICTIOW� 06 CI�Y SEC TNP: RN8: PARCEL:- ��/�/�/^ ------ ---- ~-u'�� GUBDIVISI-ON: _ ^ TRACT: PLAT BOOK: 7�7----------------: �7�l ----�-------------- r�n' ouu: r��c ' ��x^ ---_ �u/: l��o OWNER NAME y ~~^~~ ADDRESS: - ---------'`- -- ^-------------- APPLICANT NAMEx ADDRESS: LAND USE.CATEGORYu 001 - Single Family Detached House WORK DESCRIPTIONn Single Family Houses Detached - Construction ----------------------------------- SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE $ 2,285.0O � ,��TATEMENT RECEIVED BY: �/���/���y�/�___ SIGNATURE ___ (PL8ASE PRINT NAME) ( � NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSuRE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** ' IISTRIBUTIONN 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH A�E 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 BAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCVPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COONTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS� MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHQULD TO CITY OF SANFORD - BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 ` PAYMENT SHOULD BE BY CHECK OR M]NEY 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******************** l }} �yGITY OF SANFORD PERMIT APPLICATION +_ Permit No.: �' r-Aa 0 Date: 03/21/03 Job Address: 120 CROWN COLONY WAY Lot! 66 Parcel No.: 33-19-30-50S-0000-0660 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $ 83 188.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 2,288 Owner: MARONDA HOMES INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 03/21/03 03/21/03 Signature of Owner/Agent Date Signature of Contractor/Agent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name 03/21/03 Signature of Notary -State of Florida Date RP.N, yC5 . CC 999378aiy Krwwn 110 1 Obw ID. Owner/Agent is X Personally Known to me or Produced ID APPLICATION APPROVED BY: Special Conditions: RUSSELL KEITH SUMMERS Print Contractor/Agent's Name cc=4 03/21/03 Signature of Notary -State of Florida Date RF4EBBIE TIME yComm UP• Z'"s No. CC 999378 Pema"y Known I I of w I O. Contractor/Agent is X Personally Known to me or Produced ID Date: 03/21/03 F CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date. The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Address of Job: Electrical Contractor: Residential: Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Ap nt's Signature C000166_3 State License Number i CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: MAR 21 2003 The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: 120 Crown Colony Way Lot: 66 Panel: 3 Mechanical Contractor: GARY CARMACK ---------------- Residential----�___— Non -Residential INature of By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. ---- ----- A-_ - Applicant Signature CAC043900 State License Number k IISTII'ewlGfli M!TifllE �......-� l�—m— CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: MAR 21 2W3 The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ----------------- ----------------- 1.20 Crown Colony Way - Lot: 66 Panel: -3 Plumbing Contractor: _______WILLIAM T. SELF Residential: __J—_ Non -Residential: Addition, Alteration Repair Residential & Non -Residential New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building :Description of Work: Application Fee: TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. -t1l, -, ___-- 14, Applicant's Sig ure CFC057039 --------- -------------------- State License Number MWIft WROE9 CLERK OF CIRCUIT COURT BK 04718 PG 1387 CLERK'S 0 2003031999 RECORDED !P/21/M 8Pl16se7 PN RECORDING FEES 6,M RECORDED BY L McKinley NOTICE OF COMAUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0660 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 Sitreet Address) Lot 66 120 Crown Colony Way Subdivision: CROWN COLONY General Description of Improvement Construat a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Kellelr Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) OMmer NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) X--CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 3aMM COPY (Name and addness) NF unagv- SURETY (Bonding Company) Name and Address WA Amount of Bond MAN T AN ,LERK OF CIRCUIT CODUCf I0AE COUNTI,7FLINIE FRK LENDER Q 2 1 Name and address Bank of America. NA, 750 S. Orlandlo Ave.. 4102, Winter Park, FL f 0' AT —TN: DAN FINNEGAN Phor�e (4072 646-8304 Fax (407, 6442388 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. V' St.. Sanford. FL 32771, Fax• ,407-330-5062. Phone: (407) 322-9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specifled.) kl'=7 4638ELL MMER8 Maronda Homes, Inc, of Florida Vice President - Co truction Sworn to and subscribed before me this ?% AV day of , 2003. Notary Public F� DEBBIE TIME TART s MY Canm Exp. ?J3J S M vueuc No. CC "9378 P�so^anr w , I I0"W 1 D. PLOT PLAN for. MARONL HOMES, INC. - DESCRIPTION: LOT GG CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) ' 76. 77 * 78 PuetrC RECORDS OF SEMINOLE COUNTY n Arnne a 5' lop 20' GRAFHIC 5CALE LOT 67 6, LOT 71 500009'020E 60.00' LOT 70 0 d m sa b C CONCRM %M 1 O.0a � 40.oa LOT 65 0 O O !n ._ MODEL: ARLINGTON W '- 3 b (4-2) BLOCK FIN15MED FLOOR �D ELEVATION -45.67 �p N In DRAINAGE TYPE:' A N WITH 1 O' x 30' PATIO 5LAB N `l11 in co Z Z a� 10.Oa 1o.Da CONCRETE . oRtvE $ ' N e _ F 500009'02"E 60.00' $ FLOOR SLAB ELEVATION N MUST BE 1p" ABOVE CROWN A UNLESS CROWN COLONYAPPROVED -Irk— 500`09'02'E - NOTES FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING SOOD9'02 E. BASED ON THE FEDERAL EMERGENCY BUILDING SE78ACKS 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE FRONT: 25' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN REAR' 20' PLANS FOR THE PROJECT, 3. BUILDING TIES ARE TO FOUNDATION. THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ` X " SIDE: 7.3' SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. COMMUNITY PANEL NO 120289 0040 E BUILDING LINE: 60' THIS IS NOT A SURVEY. EFFECTIVE DATE: APRIL 17. 1991 MAP REVISION DATE: (SUBJECT TO CHANCE) LOT 66 CONTAINS THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES 6.900 SQUARE FEET/0,158 ACRES +/- PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES. AGREEMENTS AND OTHER MATTERS, AND FURTHER AS TO THE INFORMATION REFLECTED HEREON THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA7IONS/LEGEND. NO. -NUMBER R.-RADIUS P. T.-POINT OF TANGENCY PA -POINT OF INTERSECTION CONC-CONCRETE L.S.-LAND SURVEYOR WE WALL EASEMENT P R C -POINT OF REVERSE CURVATURE FE.-FENCE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE ARC -ARC LENGTH L.B.-LICENSED BUSINESS O.R-OFF►pAL RECORDS pLBRG- ORO BEARING PGO-POINT OF COMPOUND CURVATURE S�I/E.-SIDEWALK d UTILITY EASEMENT D.E.-DRAINAGE EASEMENT LIE.-U1>LITY EASEMENT D.U.�lSE.-DRAINAGE, CENTERLINE A/C -AIR CONO/TIONER PAD p DELTA CENTRAL ANCLE) D,�II.B -DRAINAGE d UTILITY EASEMENT UTILITY d SIDEWALK EASEMENT �A Y©NE, INC. ' LAND SURVEYORS AND MAPPERS 3DO SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) B30-9080 FAX No. (407) 339-3636 E-MAIL: CAVONE O CFL.RR.COM 1IITH A FLL DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR rk MAPPER NUMBER 2005 LICENSED MINESS NUMBER L8.5073 LOT by NEIL CAW FILE: CROWNCOL66.DWG W.0.2003-1514 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 666 Subdivision: CROWN'COLONY Property Address: 120 CROWN COLONY WAY ® 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. 191 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). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. M f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. M 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. 0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). aO 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To Fouow 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. © 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: Friday, March 21, 2003 SIGNATURE: (By Owner or Authorized Agent) PLAN for. IN PLAT BOOK v PAGES) ' Ot f f t io PUBLIC RECORDS aF SEMINOLE COUNTY. FLORIDA 9 i� a 5' 1 a 20' No GRAmIC SCALE LOT G7 LOT 71 500009'021E 0 d M 10.00' O ui as p CONCRETE 5LA5 40.00' GO.00' MODEL: AKLINGTON W 4 2 (4-2) BLOCK FINI5HED FLOOR ELEVATION -45.G7 to DRAINAGE TYPE: ' A' WITH 10' x 30' PATIO 5LAB W 10.0(7 t C 10.00, CONCKETE DRIVE $ 500009'02"E GO.00' ri N LOT 70 CROWN COLONY WAY --- - - - 500`09'02E - - - LOT G5 O Sri co 0- CL1 n cc to`i W U cc CC CO Q W 0. V- U- $ N NOTES: FLOOD CERnncAnON 1. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING SOO'O9'02 E. BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS 2. ELEVA17ONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE FRONT: 25' HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PRO.CCT. SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. REAR: 20' SIDE: 7.5' 3 BUILDING I ES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED THIS STRUCTURE LIES 1N ZONE ' X ' COMMUNITY PANEL NQ SIDE STREET: 20' IN THE FIELD 120289 0040 E EFFECTIVE DATE APRIL 17. 1995. BUILDING LINE: 60' THIS IS NOT A SURVEY. MAP REVISION DATE: (SUMECT TO CHANGE) 66 CONTAINS LOT LOT NE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVAIIGNS /O. SQUARE FEETI38 ACRES OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON 'ERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES. AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO TEFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMAnON SHOULD BE OBTAINED AND A88REVIA7IONS/LEGEND- CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. T.-POINT OF I. -POINT OF a PONE, INC. LAND SURwyaRS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-90BO FAX No. (407) 339-3636 E-MAIL: CAVONE O CFL.RR.COM OT by NEIL :ADD FILE: CROWNCOL66.DWG >E WE.- WALL EASEMENT TVEYOR P.R.C.-POINT OF REVERSE CURVATURE WCORDS P.GC.-POINT OF COMPOUND CURVATURE D BEARING SdrUE.-SIDEWALK d UTILITY EASEMENT IRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT F.E.-FENCE EASEMENT D.E.-DRAINAGE EASEMENT U.E.-UnUTY EASEMENT D.U.&SE.-DRAINAGE, UTILITY rk SIDEWALK EASEMENT THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE MATURE AN0 RAISED SEAL OF A FL ;DA LICENSED SURVEYOR AND MAPPER rA ' 7 REVISION i DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR a MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 2-10-2003 W.0.2003-1514 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: AQency Initials/Date A_gency .Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 r NORANDEX PAGE 29 ` d d a b •b b SEE CHART FOR _ 4 a vd v d 4 t__�—;ASTENERS CAULK TOP OF MULL #10 X 3/4" TEX SCREW - JAM WINDOW 1x3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BOTTO OF MULL PRECASTED -� SILL FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION )DU-26-1) lx4 MULLION DFLA-39) --- 3/4"MAX SEE CHART FOR FASTENERS VERTICAL MULLION SCHEDULE SINGLE UNIT : TYPE OF'" MULLION fiYPE OF CLIP WINDOW WINDO�it ilESIGN PRESSURE WIDTH HEIGHT NUMBER AND INCH INCH 35 PSF F7A_45 TYPE OF FASTENERS _ 26" 3_8_-1%4' 1.0 x 3:0__- ---1_Q x 3.0 OK --- ---- 4 3 160 x 1-1 2 -„--- TAPCON; 19-1/8 50_-5Z8�`' _ ---- __ 1_0 x 3.0--- OR 4 4-J2" ,.- _3J60 x i::I 2 TAPON 63" 76-3 1-.0 x 3.0 --1.0 _------- -- OI{__- ---OK 4 AP ON! x 1-2" '1'APCON� 4�`' 26" x 3.0--- 1.0 x_3_.0 - 4 _31160�' 3 16J* x i-1 2" TAPGON: _ 36-1 J4� ---1.0 x 3.0--- __-OK___ - 4 3 160 x 1-1 2 -.---- TAPCON� � —_ 1.0 s 3.d OK__-- `4 J80 x i-J2 TAPCONf __-- _O_K_ _ ---- _- -0_K 4 - 4 J16?_x _1- J2R TAPCOl+f� 1-J2" TAPCONS 26" LU x 3.0 __ OR -3J8�]`'_x 4 3 16�' x 1-1 2" TAPCONS 38lT4 _1 _ 1_0 s 3.0_-- ___ OK _ ----- OK--- 4-3 160 x 1-1 2 TAPCONS - 37" 50 -5 6�' _ _ _Z — _ -- 1:0 g 3.0--- ------------ --_ OK 4 -3JFi 4 x 1- 2RTAPCONS 3J 6vP g 1-1 TA1'CONS _ 63 76-3 4�' 1.0 x 3.0 --- __ --- 1.0 x 4.0 --- --- OK--- ----------- 4 36 x 1-1 2 TAPCONS 26" 1_0 x 3.0 OK 4 1 40'`- x i-1 2- TAPCONS 38-1J4' i3-1/8" __ _ 1_0 x "15-- -1`0 ___ OK OR 4 4 3 160 x 1-1 2 3 160" 1-1 TAPCONS 50-5ZB� - - x 3_.U--- --- -- - — a - --j- 2 x 2" TAPCONS _ - 1 44i --------__ 63" ___ _ 1.D S 3.0 1.0 - OK_ --- -- _l—� 2 _ij x l-1 2 0" x 1-1 2"_TA_ ---- TAPCONS F -Liz4 x. 4.0--- OK 2R r i 416' x 1-1 2 TAPCONS R AG).•MR NAME MASTER FRE # 9 NOTES: 1) A ALUMOR MU ERTRUSIONS' ARE ALLOY 8083 T6, CHARLES # ' P1l API, 1'. B 2) ON EACMN THERGLE LEG, THE tS ONE OYM Q/4 SHALL 1//bE ) FL REG. ENG. , n 49121 PLACED ON MULIJON CLIP CENTERLINE, DATB 3/21/02 3) CONCRETE COMPRESSIVg STRENGTH = 3.000 PSI AT 28 DAYS. 'NORANDEX PAGE •30 xo�s: 1) ALL ALI OR 608 2) WnN I ON M s) cCED c NCRX AT 28 1 --rL CIUM Fs , FL RM. DAM DW SILL SH HEAD DW SILL iH HEAD NORANDEX PAGE 24 AAGrMR NAM. d a' (2) 110 x 1-3/4" PH—SMS I z 3/18"0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT tNTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4• FTI—SUS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. OR a (2) /10 z 1 3/4" PH —SUS INTO 2 BY BUCK' WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. MOOD BUCK a HEADER AND SILL SECTIO TYP. 1 B RUCK OPTIONAL MOOD BUCK No. or i Nm or f3" (" 4) 48 48 24 g 46 57.5 4e 67.5 is 44 g g 5' ' (e�0• gg 57.57 68.7 pitdope0% g 1 (Le) • 68.6 ea_a to a 5" (4) 45 45 45 45 00 Y4 10 10 5" 46 46a 45 48..a le P.4 t0 t0 t" ( 615 eSe le 10 59.4 66.4 to 1D ' or S4.e li4.e Zb 10 i iN PARENCl83.gf9 INDWAMB PANEL SIZE 91 nW. WIDTH r) STEEL REM. ALL 10• PANELS do 80.0 D.P. F EEL. RANEL 10' PANELS 60.0 D.P.. mug SQUIRED TYP. JAMB. SECTION [ SHOWN rxacK A5� REQUIRED 1 BY 2 BY BUCK (2) 3/18"b x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. *. NOTES: 1)) SHIM AS REQUIRED.. MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 8083—ffi•OR TS y TYPICAL WALL THICKNESS OF'O.62' . 3 USE HIGH QUAi-CAULK BEHINDWINDOW FI ANGK 7 4� GLASS THICKNESS BASED ON TABLE E1300 GLASS 111 PA! CHARTS, AND MAY VARY DEPENDING ON SIZE 'A 5) THE PRODUCTS TRESPONSIBILITY FOR SELF CMN OF NORANDEX BUILDING CODES, ORDINANCES OANY RLE' LO S�AFLAW a N RE UIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 7) CONCRETE COMPRESSIVE STRENGTH 3.000 PSIt— AT 28 DAYS. 1/4" SHIM MAX (2BY2)1> mz a mlt (4) au• (3) eo• (26) ea• (4) ae• ea• (ze) uPetem cuss FUSS etas NdLWSL4 C No. OF a ma F AW3WB.s wco or ANCAWRS p -4 i q lJ C 1 FRAUS q SRJ JAMB ear ea.a 30 a A ►`l; 8.7 8.4 24 8 O 86.7 89.4 16 6 ea.7 aae to 8 a6.7 eaa e8.7. 7a.3 C/j !v E1 co ^Y 68.7 60 78.E ao 10 so 8 10 as so zs la co BO so is l0 416.8 66$ 24 10 56.7 71.3 la la � °o 8&7 73.5 16 es.e asa zo 10 to 88.7 7a5.2 l0 (2) 3/18"0 x 2-3/4" to 4 y g w at b TAPCON OR MIAMI W c• e v DADE APPROVED CONC. FASTENERS. u Q4 . SEE ELEVATION FOR ANCHOR SPACING. ©4 to {r s 01c co �„ 2 %4. \� ax �z03 w e :�� // X X X X PANEL _N PANEL PANEL PANEL �a (4BY2)mna au Mgg NORANDEX PAGE 23 a 4 ° (2 10 x 1-3/4" PH-SMS INTO 2 BY BUCK OR 30 x 2-3�4' TAPCON THRU I BY BUCK,(SHOWN) WITH A 1-1/4 MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1-3/4' pH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPAcTmr 2 BY WOOD BUCK (2) 010 x 1 8/4' PH-SHS DM 2 BY BUCK WITH 1-1- MY. SEE ELEVATION FOR ANCBHOR�y�G. I-2 x WOOD BUCK 3/16" TEMPERED GLASS PANEL ,SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX XXXX ALL 30 die x 5914 " 53.3 5 3"' 10 16 18 6 36 die' x 591/2 " 49.8 49.8 12 18 22 6 30 %ia" x 791/2 " 49.7 49.7 10 16 20 8 136 %8. x 79 % " 45 45 12, 18 22 8 SERM 600 Ainunaru SIlDING GI ASS DOOR FASTENER CHART ALL OPERABLE PANELS CEWRAL FA 8.�.l�.F. (2) 3/16"0 x 2-3/4" "R TAPCON OR MIAMI XANMB �'�' A -""" 1 x iY00D BUCK DADA APPROVED CONC. VIDTH i W.u� SEE ELEVATION FOR ANCHOR SPACING. -SHIM AS RE UIRED TYP. HORIZI WOOD SHIM ACKW1� OR MUDD TRACK A3 REQUDiSD 1 BY M/18"0 x 2-1/4' TAPCON OR DARE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. ° NOTES; 1 SHIM AS REQUIRED, MAIL SHIM STACK 1/4'. 2) ALL ALUMINUM ERfRUSIONS ARE ALLOY BD63-TS d OR TB V= TYPICAL WALL THICKNES3 OF 0.82' e a) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. e a 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS ° CHARTS, AND MAY VARY DEPENDING ON SIZE. 6) THE RESPONSIBILITY FOR SELECTION OF N9iiANDEX I " PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUIIAING CODES, ORDINANCES OR OTHER SAF$TY HEADER AND' SILL, SECTION QtnRaMEN°ts REST 'SOLELY WITH THE.ARCHITECT. BUII.DING OANER OR CON RACPOFL TYP, 1 BY BUCK 8) CONCRETE COMPRESSIVE STRENGTH - 3;ODO PSI . AT 28 DAYS. w — W— —Z IRIM = AL SECTIONL-- 3Y BUCK MAX yam �t fo � it ur /00 d x X X X X' X PAN% PANEL PANEL PANEL PANEL PANEL (2HY2) (4BY2) rm p IIa+ntnM h yYy � {soon " fgj�b s,p N �ay2 NORANDEX PAGE 22 10 X 1-3/4" P.H. S.M.S WA-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. An A:;U19A # 10 X 1-3/4" P.H. S:M.S: W/i-1/2" MIN. EMBEDMENT SEE ELEVATION FOR .ANCHOR SPACING. NOTES: 1) SHIM AS 2) ALL ALU OR:1B:1 3 USE = 4 GLASS: T 5) iffJR PRORM BUR -DO R1�UID1EN w k�i BUIlAft BUDe) NOSE ,A ` a . A ALT. FIN ATTACHMENT UNDER SHEATHINGH CORAL FLORIDAl�D��(B.O.A.F. AlI l C RER � MB's . MASTER FILE # 3 DEADER AND SILL N1-3/4" S.U.S. /1-110 /2�EDMEN WOOD FRAME AANNciioR PACING.OR MAX, SHIM STACK 1/4". USIONS ARE ALLOY 6083-T5 �I11AA BEHIND WINDO OWO.62FLANG& 89D ON TABLE E1g0O GLASS ARY DSPENDI G, ON SPLE. YOR SBIMN OF NORANDFX AiNY APPLICABLE LOCAL LAWS, D1NAN4W OR OTHER SAFETY "CONT1iACT LIV WITH R. THE ARCHITECT, HAT AULI.. FASTENERS AT t /'10 X 1-3/4" k1l. S.14S W/1-1/2 MIN LMBEDMSHT SEE-. ELEVATION FOR ANCHOR SPACING. i• 4' MA" -- (TOP AND BOTTOM) CHARLC!r A. FL REG. ENC., B 49121 DATE. 3/¢7/0., WINDOW DIMENSIONS WINDOW FASTENER. SCHEDULE WIDTH INCHES HEIGHT INCHES 0. ANCHORS HEAD/SILL SEE NOTE 6 35 PS PS PS NO. ANCHORS JAMB Ps S 18- L8" 2 2 2* 2 2 2 5_l2 52-1 8" 25" 3 3. 2 3 —g 2• 3* 2 2 2 2 2 4• 2 2 18 -- _ 5--1 2 • 62-1 8" 37-1/4 49_6/g 2 2 2" 2 3 3 2 _2 3 2• g• 3 g 3- g � 3 3 _2 2 3 3 2 d• 2• � 9 9 3 3• 4• 3 3 3 3 . 3 12" " - " 62' ' _ 2 3 ' -'3 2 2 3 g 2• 2• 3• 4• 3 S- 4 4 4 4 4 4 4' 38" _ 52-1 B' 6-3/4" 2 3 3 3 2 2 3 .S 2• 2• 3• 4" 3 3 '3 4 5 5 5 5 4 4 4 Ally C //// If -s NORANDEX PAGE 10 -- t . -/ � — ..m.ZI. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING, 0 # 10 X 1-3/4" P_H- S.M.S. W/1-1/2" UIN, EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI -- =UFACT7UPXR NAME: T1Y. ALT. FIN ATTACHMENT 1 10 X 1-3/4- P.H. S.ILS. W/1-1/2' MIN. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING.--- 1/4" MAX - SHIM (BOTH 4 10 X 1-3/4" P.H. S.M.S. W/1-1/2- MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION WOOD .FRAME TYP. JAMB SECTION n. WOOD FRAME CHARLES L P 'P.E FL REG. ENG. it. %4912L• DATE: 3/27/n? WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS WIDTH HEICHT ' HEAD/3ILL JAMB INCHES INCHES gIE NOTE45 6 PS PS PSF 35 PS PS P3 i8-L8" 2 2 2. 2 2 2 25" 2 2 + 2 2 2 52-i 8" 3 3" g + 2 2 8=1L8' 2 2• 2 3 3 37-1/4 _2 2 2 2 I- 3 3 36_ 3 3 9• 3 3 3 + 3 3 2 2 2+ 3 3 3 12 49-5/B 2 2• 3 3 9 _ 3 3• 3 3 3 52-1 8- 3 3: 3 3 3 18=L6_ 2 2_*.-3-. 3 4 5=�2' B2•A _2 2 2.3 4 36' _ 3 3 3 4 5 - 8'3 3' � 3 4 2, 4 4 4 5 5-�2' B-3/_2 _2 2• 4 536'3 3 4 5 52-1 8"3 3• 4 5 NOTES- 1SHIM AS 23 ALL ALUMINUM REX! U IONS ARE ED. MAX SHIM TALLAYACK 18063-T5 OR T6. WITH TYPICAL WAIL, TMCKNSSS OF 0,62- , 3) USE -HIGH -QUALITY CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNEPS BASED ON TABLE E1S00 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELYMON OF, NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING owftR OR CONTRACTOR 6) NOTE + INDICATES- THAT %UAL FASTENRS EAT HEAD AND SILL ARE REQUIRED. nte. a7 24- aQ AIL -A DETAIL-C SASH PF DETAH.-B NORANDEX PAGE 21 W" TAPCON WITH A 1-1/4' MIN. EMBEDMENT # 10 F.H. S.►LS. SEE ELEVATION FOR W/1-1/2' MIN. EMBEDMENT NOTES: ANCHOR SPACING. —7 SEE ELEVATION FOR 1) SHIM AS REQUIRED MAX SHIM ST An \��j Ld -,d C a L ANCHOR SPACING. ACK L/4 . 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6083-T5 ° 3) OR T6 USE HIGH QUALITY CAULK BEH IND WINDOW FLANGE a ' • ' a . 4 GLASS THICKNESS BASED ON TABLE EISOO GLASS CHAR15; AND MAY VARY DEPENDING ON SaL 5) THE' iiE PONSIBIfTFy FOR SELZ ON OF NORANDEX PRODUCTS To MEET ANY APPLICABLE LOCAL LAWS, �- BUILDING CODES, ORDINAMCES OR OTHER SAFETY REQUIREMENTS' REST SOLELY WITH THE ARCHn%CT, BUILDING OWNER OR CONTRACTOR. . 6) A PRESSURE TREATED TOODEN IBUCK :OR MARBLE 'f SILL SHALL BE ADDED'UNDER THE. PRODUCT TO FULLY SUPPORT UNIT, THIS 3UPPO. SHALL BE FIRMLY ATTACHED °! iN tYi MASONARY AND SUPPORT THE PRODUCT OVER LTS FUIL LENGTH (SUPPLIED BY OTHERS). "m 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSf AT 28 DAYS. ALT. READER SECTION 6) N°TE »LCATES THAT EL UADL FASTENERS AT TYP. 2 BY BUCK 'La B.O. A.F. 3/18' TAPCON MANUFACTURE NAME: W/1-1/4' MIN. EMBEDMENT - AI-AMMAE ' (SEE ELEVATION FOR ANCHOR SPACING) MA&MFILE # 3 CALL. SIZE WIDTH ` 1 e • s rd ® �• L j � - t • n. n. • ' 1 BY BUCK to 2 BY BUCK SHIM TYP. JAMB SECTION 'TH "" BS) 1 BY 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHARLSSqN. P,S FL REG. ENG. # •4U121 DATE: 12/IT/01 # 10 F.H. S.M.S. W/1-1/2- MIN. EMBEDMENT SEE EIEVATON FOR ANCHOR SPACING. DIMENSIONS FASTENER SCHEDULE WIDTH HEIGHT (INCHES) (INCHES) NO. ANCHORS SEE HEAD/SILL 8 NOTE No. ANCHORS TOMB 35 PS 45-F0 iL9-! H 2s146 37* 63-f 8' 28' 2 2 2 3 2• —Z' 2 2 —3` 2 _ 2 i 3• . 2 2 _ 2 p 19-1/8" 2261 2 38_1/4. 2 2• 2 3 Z _ 30 2 _ 3 3 111-16" 26-22 _ 53-1 8' 50-5/8" 2 2 2 3 2• _ 2' _ 3•� 4' 3 3 g' 3 3 -- _ 3 , 3 18- �2 63-1 8' 83' 2 _ 2 _ 20 3_ _ 4 4 _ 3 _ 4 3 4' 3 — 4 19-H' _ 1 2 53-1 8" 76-3/4' 2 _ 2» 3 4 2 _ 2• 3 3 _ 4. —4 3 4* 3 4 YlY UlRT tIDfl[ e. F --'DETAIL-C i .,,-DETAIL-B NORANDEX PAGE 9 N1. 18` TAPCON WITH A N1-1/4' MIN. EMBEDMENT An SEE ELEVATION FOR LJ ANCHOR SPACING. — 10 F.H. SEE ELEp ANCHOR e ■' i NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4-. 2) ALL ALUMINUM EXTRUSIONS ARE ALIAY 6063-T5 OR TO WITH TYPICAL HALL THICKNESS OF 0.FLANGE.62" . 3) USE HIGH QUALITY CAULK BEHIND WINDOW 4 GLASS THICKNESS BASED ON TABLE EI300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE. 5) THE RI3PONSMUlTY FOR SELECTION OF NORANDE( PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY .SUPPORT UNIT. THIS SUPPORT SHALL HE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FIIId, LENGTH (SUPPLIED BY OTHERS), 7) CONCRETE COMPRESSIVE STRENGTH a 3.000 PSI ALT. HEADER SECTION AT 28 DAYS TYP. 2 BY BUCK CENTRAL FLORIpq 14.S. WITH A MIN. EMBEDMENT fN FOR MAY B- D•A.F. o ACT�a NAM: 77 3/16' TAPCON SEE E LSVATI4N FOR�� NT +ASTM 7 FOR ANCHOR SPACING. 1/4' MAX SEE NOTE 8 C ' d I I UALL SIZE WIDTH & , n a � n• • 1 BY BUCK © 2 HY BUCK ° TYP. JAMB SECTION ;xnu 1 BY 2 .BY BUCK CHARLES A. ' PAG P.E. FL REG. ENG: V' 49121 DATE: 3/21/02 WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANACHORS NO.'ANNCCHORS NCCHES (INMB CHETH S) 35 AND 45 35 AND 45 PS PSF PSF PSF 19-1< 8' 2 2 2B` — 37" 2 — -- z -- 53-1 8" — 2 — -- 2-- 19- Ve" 2 — -- 3 26-1 2' 1 38-1/4` —3 --- 3 37 —_2_ — 2 53-1 8' 2 3 19-1/8' 2 3 28-11 50-5/8._-3-- 37'" 3 -- 53-1.—g — -- 3 -- 19-8" 2 3 26-1 2" 63` 2 — -- 3 -- -- 19-�8' 2— 4 78-3/4"-- 37"-- i3-1 8" 3 — -- q-- 1 10 F.H. S.M S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX VW VVM e.- a� AIL. -A -DETAII-C SASH' �// I-DETAIIrB M 1 A M I- ADE hltAMi-DARE COUNTY, FLORIDA METRO-DADE FL.AGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Prenidor Entry Systems 911 E. Jefersou, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE 'COMPLIANCE OFFICE M1i1110-DADS I"I.AC;LER IJU11.1)INC; 140 WI:S'I' FLAG}IXR S-l'ltlili"r, SIJIl1 !tiff,; MIAMI, FLORIDA 33130-1563 (305) 373-2901 FAX (3U5) 375-290S C ONTIL1C.TOR 1.1c:l.. ;[.NC: SI:Ct'tU (3U5} 37S•25,7 F:1.\ (3U5) 375-? tSS cc)�rlL�cr(nt t:.�hattc'F�tt•:.\ r t)tytsl()` (]US) 375.296(,, FAX (305) 375.21)m l�ItUUCC'I' t;:U\-I'nO1. I)I\'isto Your application for Notice of Acceptance (NOA) of. (303) 375.2902 FAX (JUS) 372-63T'I Entergy 6-8 S-W/E Inswing Opaque Double w/sidelifes Residelttiul Insulated Swl Door under Chapter 8 of the Code of Miami -Dade County governing the use ol'Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building, Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing,. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO than this product or material fails to meet the requirements of the South if Building Code. The expense of such testing Will be incurred by the ntanufacturer. Gib/G�-�l ACCEPTANCE NO.: 0.1-0314.24 ,r EXPIRES: 04/02/2006 Raul Koartgucz Chief Product Control Division THIS IS THE COVERSI•IEET, SEE ADDITIONAL PAGES FOR SPECIFIClND GENERAL, CONDI-I'IONS BUILDING CODE &-•PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building, Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/0a/2001 91t-t, 4_24�;� Francisco 1. Quintana, R.A. Director Miami -Dade County Building Cods: Contpli;tnct; Office \LsO4S0001\pc2000\\templates\notice accepwnce cover page.dot Internet [trail at1t11� s: Jtostmastcrubuiltliuhtntlrnttline.cotu Jttnncitu�e: htlpa/���r��.buitdinhcotJcunlint:com Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES ' At)ril 02.200 NOTICE OF ACCEPTANCE! SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of•Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Nliami-Dade County, for the locations where the pressure requirements, as dctennincd by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enterav 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E11'-1, Shcets 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer,, dated 7/29/97 with revision C dated 01/I1 00, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and single door only, as shov"n in approved drawings. Single door units shall. indlu.de all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non-liabitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall.be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systcm. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approval". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O rcial or the South Florid uilding Code (SFBC) in order to properly evaluate the installation o li s stem. Manucl ercz, 1'.E. Product Con xaminer Product ntrol Division Premdar Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 5 2001 EXPIRES AnriIO2 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1, Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requircnicnts of this acceptance, including the corrcct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in 19c materials, use, and/or manufacture of the product or process shall automatically be cause for tcnnination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this Office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory perfbrmancc of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection of the job site at all time. The engineer needs not-rescal the copies. 8.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of p,,,es 1, 2 and this last pa,c 3. END OF THIS ACCEPT NCE Manuel :rez, P.E., Product on amincr Produc C. ontrol Division PREMDUR (ENTERGY BRAND) DOUBLE N DOOR WITH SIDELITES IN WOOD- FRAMES WITH A BUMPER THRESHOLD (INSWING) • - IIUI�1 1 1/j' XIN (NX a Xr 149 1/H• 37 1/v 37 MAX MAX 74'4. Lr X r LOW iU1hCi .. MAX ttc Norc XX. -1-swlxX--iw�'f' � NAzc�I�tl'�--t��oXC.� 17 1/2• MAX D.C. SPACING 17 1/ • M j .. 43 1 461 t� �� �� m p flll." C J.XI -- " cm SPACING 16.' G.C. TO i r 617CK I Lt. 64• MAX OLD so ' 17 1/ MAX - N:r t.. r D.C. SPACING IB'mKi a wa Nc.aN� .a1n w • MAX D.C.1 S'AC1NG ewi . LN9..1.1xs� :4.' P3• D.C.+13' aL IS' DC+i3. 0 U' tlC13' DC- rMuC4IS' D.G_MAx MAx MAX MAx NAx ,u "Al 4• MAX 3' NAx mX .• r� r IIAx ,. 1Y1t XXt we" r Wxi sr.rtt3 SIXXNTC N ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS' NOTES, I.) W000 BUCKS 8Y OTHERS HUSi BE ANCHORED IB x 1 3/4•' LONGPROPERLT. I'M TRANSFER.LOADS TO THE STRUCTURE. •FLATHEAD SCREWS 2i THE PRECEDING DRAWINGS ARE INTENDED TO Lx INSvt1rG RA INSWING QUALIFY THE FOLLOWING INSTALLATIONS A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL 8. MASONRY OR CONCRETE CONSTRUCTION WHERE �_• DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPnoIeDAsecY:rX<cr,,u.rn6 STRUCTURAL WOOD BUCK. km. C. MASONRY OR CONCRETE CONSTRUCTION WHERE '.•11(IDOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER NFILTRArMR ;,M VATER p�ILIRAIIDNOR MASONRY WrrTH OR WITHOUT A NON-STRUCTURAL DUIREMENI IS NEEDED x RECUIRa1IS 110I NEEDED��ONE BY WOOD B11Jt +3. ALL ANCHORING SCREWS TO BE 110 WITH it _c^_PUA:Xew MINIMUM 1 1/2- EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCE N091 •y 31 Y. I_ r OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT r UNITS, SHAH INSTALLED ONLY AT LOCATIONS PROTECTED' BY A CANOPY OR INTO MASONRY, OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES. UNLESS LIMIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND THE ARL'A ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WAIER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON SIDELITES AND DOOR. o.... mtnit 1g11TRAllud hAIM 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ``RtrT �. N p-j I eI JAMBS AND SIDELITES. U cuLlff Malt -SIL rD r 2 lnrcx nooxivr-Iiu�taNs wum 7. DOOR/SIDEL.ITE HEADER. DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE - n .ri.1W1 tw "m•rXx1rK1 CORNERS ARE COPED AND BUTT JOINED N B. DODRS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST 11 SYSTEMS 3�-��29-EW-� INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.B TO L2 MIL. HEM 9. FRAMES SMALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ %rtSUF SHEET t OF 5 VATER-REDUCIBLE VHITE PRIMER WIN A DRY FILM THICKNESS IT 0.B TO 1.2 MIL. R[YIi1LT GLAZING DETAIL 112' ! GLASS BITE 1 TEMPERED GMS INTERIOR • I I V S W I " G OTHER CONFIGURATIONS M"IC ED.ASCOUKYM %%TMTHE SOUiM FLq NRDM CODE J�UINV U Ml D a En � PTroou uMy� - COOECMW MWC I!IE Mo 01-031, 2if ■[:mtm II r— 1, 1-1029-EW-1 SEER 2 ff 6 I 1/4' SH.IM MAX r— 3/4' 80 1i/16• MAX INTERIOR 79 5/16' MAX SECTI[]N B-B 2 BY WOOD BUCK EXTERIOR MAILRIAL- LIST ITCH N0. DESCRIPTfUM PART NUMBER CDHHENTS t 2O VOOD HEAD JAMB CV-14 1 1/4' x 4 9/16' HiL. TO BE PINE OR EQUIVALENT COMPRESSION YEAIHERSTRIP IMSCREEN BRAND L QXSE ALUMINUM ASTRAGAL _ PREHDOR BRAND OR COUIVALEMT- 5/8' ALUMINUM ASTRAL 4 ALUMINUM-Bl1HPCR THRESHOLD EV-15 PREMBOR BRAND OR EDUIVALENT - 1 1/4', x 4 9/16' TOP CHWL EV -08 PREMDOR BRAND - 1 11/16' - 2li GA STEEL 6STEEL � K N n 'III TB11 n 1 IR Ioo[u )1 [ pltl B 8 POT YIIRF7HANF rnAm rnDrBASF FOAM -DENSITY 2.0 TD 2.5 IbS./Ft' OTTOM DIANIIEL EV-07 PREHBER BRAND - 1 11/16' - 20 GA STEEL 9 ID V9QD LDCK K EV-09 _ 4' X 9 1/2' MTL. TO BE PINE OR EDUIVALENT r N STRIKE STILE EV-06 15/16' X 1 11/16' MTL TO BE PINE OR EDUIVALENT "INGE STILE LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16' MTL. TO K PINE DR EQUIVALENT 3 EV-iD PREHDOR BRAND - ZO' THICK- HTL. TO BE POLYEiHYLE 14 HINGE V- 6 HALER BRAND HINGE OR EOUiVAt Fur _ aqT TTTIry --- U5 OD YOOD HINGE JAMB iID x 3/4' F H.V.$. 1 1/4' X 4 11 16' ATL. TO BE PINE OR EDUIVALENi t6 iID x 2' Fxv$ (4) SCREWS PER HINGE INTO D1bR JAX IB' TWREAFTER TH STRDCE JAR' INiB SIIELITE JAM1. 4• 8' TIC BB1lx rRBM D' DC THEREAFTER REA 6T SWVS IHIQ(iM EACH Si DELITE JAMB IMFB SiBELITL 4- BM fMW UR, IU% 15' TIC THEREAFTER. MIA-V B REFER i0 FJJ VATiDI Y1[V fDR t !r I BID x 3/4' FJLV.S SL'.LVS USED ANKMAIMS (2) SCREVS PER HINGE INTO JAMB 19 IB x 2' FHYS. LOL1C$ET (2) SCREWS AT EACH STRIKE PLATE I10 X 1 3/4' FxVS. KVIKSET BRAND 200 LIX OR HARLOC BRAND 100 OCK Y(�D SIDELITE JAMB (2) SCREWS PER Himl INTO JAMB 22- X 64' SINGLE PANEL GLASS CY-19 1 1/4' X 4 9/16' HTL TO BE PINE OR EOUIVMT ALE AS ENT SIDELITE TRiM WOOD) EV-20 N A Y TL - DC_I - cool. ) 1 1 / 4 • VOOb CASING EV-?I EV-22 5/16 x i/2' ?1TL. TO BE PINE CiR EQ!LIVALEN 1/B : t' fT L TO P pR DUTY MT - 1 M0.ot�6i 'St - VOOD SiDELITE HEAD JAMB EV-23 YDB BE BY SIBS J.wBr wz mLLXM U S111EL1TE SASE 1 1/4' X 4 9/16' MTL TO BE PINE OR EOUIVALENi LY POLY LiTE FRAME EV-24 1 1/4' X 4 9/16' HTL TO BE PiNE OR EaulVALENT -1643. DDL-2 HP Polypropylene by ODL 16 X 1 1/2'.PAH HEAD SCREVS 8 PER FRAME TD SiDELfTE STILES EV-TV D 4' f Arl q 15/16' X 1 11/16' MTL TO BE PINE OR EQUIVALENT 1 PiM NAIL 4' Lac at, 4' M rim EIO. ma B' BE lltwtm USER DN mum 1MB I DOW SILICONE #995 I. FRAC l[G Bola STD Im IO.S MI. B DAV CQMTT HODIFiEATIE8IS vum JD A DDED PAGE" 5 (! OPTIONS) Lit APPROVED AS C01SPt17Yi tNTH THE 4[VtSI(Ili PART ml IY tEMDDR �l '-mplp By ENTRY SYST MS 31-1029-EW-1 fRfknWCODEC011PUAT4CE OFFICE2 A SHEET 3 Of 6 ACCW MCENO.ot-031Q-Zy REV151N L[IT[I B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' NTERIOR I 79MAX16r 80 11/16' I MAX 1 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING ;#31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 pjwRo n a5 com% is wtm UE WUWROmmivw w.- I-1029-EW-I SHEET 4 OF 6 R[YISM ECITER B OTHER DODR COWI�URAT IDNS IN Y► r Ya W Awr r ..._ ► rl " w w A�.r• � `pK ...K ..K. uW t •. my r►.0 w t w ►.r '�+ r +u " -- w a serc mw. • rW K r.ew• • w �.•i n,y� I YT • _K Wi..f K • C • N W ' 1 � • � � W ! i , I 1 _ 11 1 .•..•.� W ►r. 1 w � 1J3 W ►. p �K P�JrK VF LJ-L1LT M Yr x .s n VI' K ►.tK A Mnr T-L i WXD APPSOVED AS COMPLYRMr WTH THE SOLRM FLpgy1l OMO MCDDE DATE BY (i ny I T BKLMDM CODE COLWUMxFOFF 1 WL Pt11Sl ACGEPTAMEAo. 01-OS=y,ZY ON LM a 31-1029-EW-1 SHEET 5 OF 6 avian Luax .OTHER DOOR PANEL STYLES 36` r—MAX 79 1/16°•°a°on° MAX 00er a� o IO1 Qn aan an non ad non E'TOP 6-PA EL 4-PANEL 9-PANEL 10-PANEL 4-PANIL !8-PaNEL go . nTHER SIDELITE STYLE S 36w MAX 793 16• M X s SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-509 SL-69A SL-698 0o as oQ G j I I 00 as o� ©a I PD-1 P11-2PD-3 PD-4 PD-5 PO-6 PD-7 PO-8 10 Q [1 6 [} ao 1Q� �Q 0Q QQ a❑ Qa FLUSH 8-PANEL ERpSSgL" 12-PANEL 4-PANEL //P LL EYES -PANEL DRUV 5-PANEL 5-PANEL EYE&MV %, V/SCROLL [YEBROV it SL-69C SL-25 SL-55 SL-300 SL-40 0 A A . a SL-90A Fmil U9,10 PO-13 SL-908 9 PO-14 U6,6 " `"AI if if �; ji H I.!�l 111 iii Iit ,.IIs1 Iti /It ii if „u i ttt m at jti�;; m nt � L!' w ... n1 �+1cs iii iii RaDiaail 110� O�II QQ QQ Pam$ PD-36 PO-37 P0-38 PD 39 PD-40 PD-41 PO-42 SL-90C SL-308 SL-3DC SL-70 SL-80 f3o aca ❑a PO-15 PO-16 PO-17 W � z Uh O y3 t lug PD-32 PD-33 PD-34 m 4 m 4 31-1029-EW-1 SHEET 6 OF 6 llyw 1L11tt e ,. MIAMIDADI PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systents 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •AIIAAII-DADE COUNTY, FLORIDA NIETRO-DADS FL:AGLER BUILD, ING BUILDING CODE CONIPLIANCH OFFICE Mii'I'RO-DAI)r FLACiLER I3UI1.I)INCi 140 wliSrrl.ACimm S*nuurr, Burn, 1Go., MIAMI, F LOIZ11)A 33130-1363 (305).375-2901 VAX (305) 375-39U$ c:a�-1•Il:u~ralz I,ICJ ��i,�c: til:c.-rlc)� (30) 375-25?7 I .LY (.1U5) 37i•�55` CU\ I'IL1C"roil R\FUltCai\11{,1T I)1�'ItiIUN (3U5)375-3')GG 1'.L\"(.tU5j37S•=)U� J'HUn1:CI' C:U\ rilt)L UIVINION (305) 375-2902 F LN (IU5) 372.63.1�,) Your application for Notice of Acceptance (NOA) of: Entergy 6-8 S-W/E Outswing Opaque Single rv/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended. for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under tilt' conditions specified herein. This NOA shall not be valid after the espiratiomdate stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCQ may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this -approval, if it is determined by BCCO that this product or material flails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE No.: 01-0314.21 ,r EXPIRES: 04/02/2006 Raul Kodrlg= Chief Product Control Division THIS JS TIME COVERSHEET SEE ADDITIONAI. PACES FOiZ SPECIFIC AND GENERAL, CONDITIO,\S BUILDING CODE &C PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. - APPROVED: 06/0-5/2001 Francisco J. Quintana, R.A. Director Miami -Dade Count,,- l3uilding Code: Compliance 011icu 11s0450001\pc2t)D01\templateslnouce acceptance covor page.dot Internet mail address: postittastcr`i;buildif) "Cod Cori Iilie. coIII i IianaCtla�e; Illlp:!/11'\t' \,Guiltlin��Ct)tlConlinc.ct)rtt Premdor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED JUN 0 5��� EXPIRES April02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, '2000. It approves a residential insulated door, as described in Section 2 of this Noticc of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Singld Residentla[ Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames with Bumper Threshold (Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dadc County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIII2ITATIONS 3.1 This approval applies to single unit applications of single door only, as shown iri approved drawings. 4. INSTALLATION •4.1 The .residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not reguire a hurricane protection systcm. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. :5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of tile approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked, to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system Manuel Perez, P.E. Product Con ro •xamincr Product ontrol Division Pretndor Entry Systems ACCEPTANCE No.: 0I-0314.2 I APPROVED JUN 0 EXPIRES Aoril 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance Nvith:the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complicd with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. -I. Any revision or change in [lie materials, use, avid/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fee) and granted by this office. 5. Any of th*e following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be donctn its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teribination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel ere::, P.E., Product Co tro E amincr Produc 'i ".rol Division 3 .�-, ,Lu,� .L-1t 1 L-I\v I 1)1\1-I41IJi W UUU LUUL SINGLE DOOR WITH- SIDELITES IN WOM FRAME* WITH BUMPER .THRESHOLD (OUTSWING) 1 NINUNUM 1811% Nr Apo > SILL. (I PER JAYD i + ]A, PFH IAPCpd MINIFRIH EMBEDMENT ND 5 TAKES NJILW ., A), --1—T�' � ~ 3' MAX J VOOD BUCKS BY OTHERS. MUST BE ANCHORED 4 MAX—j MAX 4' MAX MAX IROPERLY TO TRANSFER LOADS In THE STRUCTURE, BB x 1 3/4' F.H.W.S 3J THE PRECEDING CRAVINGS ARE INTENDED to 3) PER SIDE FROM 1UALIFY THE FOLLUVING INSTALLATIONS. JAMB R S THRESHOLD L WOOD FANCH COARED I(]tA MIN VIN T `r-� r r iYSTEX IS ANCHORED TO A MINIM(Bi 7V0 BY VOpD l./ �1 FEMING. C II101HRY OR CONCRETE CONSIRLICTION WHERE RH OUTSVING L.H. OUtSV►NG BOOR SYSTCN IS ANCHORED TO A HINIMLDI TWO BY TRUCTURAL WOOD BUCK. . MASONRY OR CONCRETE CONSMWTNON WHERE DENIUN Ij y IL NOUR SYSTEM IS ANCHORED DIRECTLY i0 CONCRETE MiS li I G[I RCWI CXkIS x0111ECB�EB EM.1j 00 BUG � WITHOUT A NON-StRUCTURAL ALL IZRING SCREWS TO BE BID WITH INIMUM 1 1?' EMBEDMENT INTO VCOD SUBSTRATE x ` R 7/16' PFH TAPCalS'V(TM 11?' MIMIMWI ENBEdNENT ItO MASONRY. I Will SMALL BE I KI.CB KY At LOCA110NS PROIECIED BY A CANDPY OR UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COIINtT ID S"IS DI AITIOS TXUEECSKIW�I.CSI WIIB i r. ENVY IN �wG TTHREEDSTAKES PER SIDE JAMB INTO HEADER ON SIDELNTES 10-PAOITAILC ARCS VKRE INC IINII AMD INE ARCA ABC OCSIINCD'IC ND DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES ACCEPT VAICR DITDTRAIIDIt LATEX SEALANT TO .RE APPLIED AT SIDE BY SIDE 1HBS AND SIDELITES. DOCWSIOELITE HEADER, Oa]VSIDCLItE JANOS, AND SIDELITE BASE IRNERS ARE COPED AND BUTT JOINED. 00013 SNAIL BE PRE-PAINKII. WITH A VATCR-BASED EPDXY RUST FRAMES $HALLL BEmER APRE-Pid1EDDWIT AN TACRYLIICCSLATEX VATER1 BASEED/ FRLY ItER-REDUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF BB TO 12 NIL, bL APPROVED Al COUDLYING MI1, Inc S•OUTM jgfi0A OLIKA iG CWH BY PROOU T C ITROL OrMaN BURJWt COOS COAIPLLL4CE CPF;CR ACCEPTANCE NO 0N- 4O3 /v, z I 112' -LASS BITE a Aaz4•---'� SECTION A -A GLpZihIG DETAIL O U T S W 1 N G OTHER CONFIGURATIONS I - CRVIN VIIUAVIS 85011. sa 3f4'—_I 6B 7X TERtUt GRADE IATGC CMAJC Hatt �"I{ � � —_ EXTERIOR INTEAIDR • APPWrcO AO COJ?IrNG YARN THR 9 er PR ?2w�, Ol ONA3gNu 1/6' fENPEREB GLASSCOC:PIYRCE NEXIM ACCEPTART9 ". U 1- 03 1y. L IR r 1-1020-Ew-0 WET. 2 Or 6 — [ w W" C 3/ 4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B I 2O VOOD HEAD lATiB EV-1 1 i/4' X 4 9/16' NiL. TO BE PIK >� ---- --- tOiPRESStON WEATHERSTRIP V_ 1 1/4' 4 VmD STRIKE JAMB - X E 1 1/4' X 4 9/16' NIL TO BE P1NE OR ALlDtIMRI-1PER THRESHOLD EV-13 EOUIVAIENt PRENDOR BRAND OR EaUIVALENT 6STEEL T EV-05 - I I//' x 4 9/16'TOPCAL PRE140M BRAN" - l 11/16' - 20 GA STEEL i n 9L Ell Jim -.iG41 ' to S Rt RJi l 6 BASF FOAM - DENSITY 2.0 10 2S Ibs./Ft' Out ] 4 CHANNEL EV-04 PRENDOR "RAND - I it/16" - 20 STEEL V B STILE EV-08 ' 4' X 9 1/2' NTL, TO BE PINE OR EDUI iIHiNSTRIKE fALENT EV27 15/16' X 1 11/16' NTL TO BE PINE OR EQUIV GE STILE EV-06 i5/16, X 1 it/16' Ni INTERIOR LOCK PREP FILLER. PLATE IV-09 L TO BE PINE OR EOUIVALENI PRENDOR BRAND - THICK- HtC 4'x4' HINGE v-15 .050' TO BE POLYETHYLEN[ HAGER BRAND HINGE OR EOUIVALENi VOOD HINGE lW.S - - A97 THICK (STEEL. 1 1/4' X 4 9/ib' NTL TO BE PDyE OR Ila x 3/4' WIVALENT l�) SCREVS PER MINX INTO DOOR 110 X 2' f){V S w-r'. y SCREVS i11111111110111EAER SIDEUTE RRei Rltp SInUiE, 4' QDUN IRpq ME- MAX 15' Il F1f�tE WTER fte v 1 TE MID STILE EV-07 REFER TO T] EVAllpF1 VKII, FIR i OF SCwvs USCB AID LOCAt)DRS i8 2' F 111 x x -HV S 15/16' X 1 11/16' NTL TO BE PINE OR EQUIVALENT LOCKSEi 0. SCREVS AT EACN STRIKE PiAiE i10 x 1 3/4' F.H.V-1 !VLKSET BRAND 200 L CK OR ) u Qrve BRAND,100 LOCK - 1 1/4-' 22' X 64• SINGLE PA)EL GLAS! — SiDELiTE TRIM (VDOD) WOOD CASING - VODD SIDELITE HEAD JAMB VODD SIDELITE BASE YPROPYLENE LITE FRAME X 1 I/2PAN HEAD SCREVS L NAiL DOW SILICONE #995 LIBTi I►BEIi B9iE1. TIGIE a1R16 iI M IMI Sit OA'L.iIII PFAPZUAS cawma ram Sec somwamna g—i, PRE�M D R ENTRY S) 4cRammw'6 PigS 105 66Ti,� ACf�vt� H0. � 1-os r v. z r wove rmq fir. X JIM RY1p SMITE J". 4' X" FRM 10P JIM Rip i m JNti i 9/16' NIL TO BE PINE OR EQUIVALENT 1/2 MIL TO BE R114E OR EDl11V! i'JF' Pat r lent b YP oPy y ODL IB PER FFtANE TD �. ' T of T L/' Lii1Ti 1ML / p 111M VA rA: R p[ ---t, i6Li at mum All i= IT nnrc rn sn. 1-1020-EW-0 /A\ SHEET OF 6 �11tSBN t[IIOt B 1/4' SHIM MAX 3/4' n 7 s�••i • i y�; �TERIOR I 79MAX16' 80 11/16' I MAX 64' MAY ni n 1 1/4' ---,?j3 EXTERIOR U ►L_►\ -.UUuI\ �,U►vi IUUI\H I IUN,J T Y P*-::)�iS CiY:%►YWG yRiT! ThF MK • �u� tourd Fi —7• IN7c L�'E .JJ YY ten• ,crq !H C .UTIrs , ...... . X uuuurvccmEcogy�wOff Ptt13! :i6616i .AtCEPTA.YCE (pgzlm O'= P. G. 31-1020-EW 00 SHEET 5 OF 6 1[YIS 1l(ilit u I HLK DUUK FANEL STYLES.. 36` MAX ' 9 Fx 6' 010 0130 as 101 U0 aaa [i❑ ME Dan BUD aaa 4-PANBLANK TOP 6-PANEL 4-PANEL EL 9-PANEL 10-PANEL 1D-PANEL OTHER SIDELITE STYLES 3 0' —I I —MAX 79 /16° - M X - SL-t0 SL-20 SL-39 SL-60 SL-50 SL-509 SL-69A SL-691 Do . 00 oa , as a0 PO-1 PO-2 PD-3 PO-4 PO-5 PO-6 P0-7 PO-0 o© Q�all son 00 a 101 pp FLUSH H-PANEL CImSSHUCK 12-PANEL 4-PANEL EYEHRUV 0 p SL-69C SL-25 SL-33 SL-200 SL-40 SL-904 PO-9 PQ-12 PO-13 1_ # ff�p # _# # I . ' 00I LLFI I 1 . A Ii PO-18 PO-19 PD-29 PO-21 PO-22 PO-23 PO-24 PO-25 PO-26 PO-27 PO-28 PO-29 , Po-3a �� 0� a�a �R� Pi I961f I7lESS 101tR tIG[ GT186O� flRiit k01 00 U13 u HI age aaa aaa aaQ o o Q Q f E 0 PO-35 PB-36 PO-37 , PiT 38 PO-39 PD-40 P0-41 PO-42 PO-43 P@ 43A %t E dTmw PO-13B %IIsm IL we I A 5-PaNEL 5-PANEL V/SLRQL "I CL 4❑ C]❑ 5-PANEL 5-PANEL EYEBRQv SL-90H SL-90C SL-300 SL-39C SL-70 SL-HO uD QQ n❑ ❑❑ PO-14 PB-15 PH-16 PO-17 Pp 31 PO-32 ~ g f PO-33 PO-34 It �- 31-10&—EW 0 SHEET 6 OF 6 amu4 Maronda Systems Maronda Systems Engineer of Record Design Criteria: TPI 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO6601 66 120 CROWN COLONY WAY ORLN-CRC ARLK4 LEFT Fax (407) 321-3913 FL PE # 50068 ARLINGTON K 3 & 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCF 7AR_ Thaca tniccac 2ra riacinnarl fr%r fta Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 10-7-02 0 10-4-02 Roof Loads. VT 4-11-01 01 10-4-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 02 10-4-02 A 10-4-02 P 10-4-02 B 10-4-02 P1 10-4-02 C 10-4-02 Q 10-4-02 Total 33.0 psf C 1 10-4-02 R 10-4-02 D 10-4-02 R1 10-4-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 10-4-02 S 10-4-02 E 10-4-02 S1 10-4-02 El 10-4-02 T 10-4-02 F 10-4-02 U 10-4-02 F1 10-4-02 V 10-4-02 G 10-4-02 W 10-4-02 G1 10-4-02 X 10-4-02 H 10-4-02 X 1 10-4-02 1 10-4-02 Y 10-4-02 J 10-4-02 Z 10-4-02 K 10-4-02 Z1 10-4-02 L 10-4-02 L 1 10-4-02 L2 10-4-02 M 10-4-02 N 10-4-02 N 1 10-4-02 INV # DESC QNTY DATE: —EEG .2 8 7003 18331 1 EHUH26 2 18330 1 EHUH28 18360 1 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 EHUH28-2 1 SEAT PLATES 128 It 40-0 r ;v >< >L X , X X X >< X X X I>< Vi I. u Ju 8 HAN ERS fI y L"SKH26 HANGERS M - 4 rLT i (2)SKiH26 HANGERS I BI F; C VOLUME CEILING \x 12 K 4 VOLUMCEILING iA 71 ODD SPACE ODD SPA ODD SPACE! J-n ODD SPA vr5qk 12 PLANT SHELF 4 N, 10-41 IN' vr52A El 6 I EHIUH28.2 01VT53A UH26 HANGER cl - 2PLY Q i 02 PLANT SHELF L —ff 19-0 '`I" v l� 02 CEILING O ODD SPACE 0, 12 12 J - I PLYj, 12 M! 6 �d 0 2.1 ZLER m iZ VOLUME CEILING DO SPACE N 1 P -GABLE N-SCISS R GABL 19-4 6-0 14-8 2 8 2003 F-jo-B-NUMBER: ARLIK DRAWN DAil� 10-7-02 CUSTOMER: REVERSED PITCH:611 2 & 411 PITCH:611 2 & 4112. I JOB NAME: ARLINGTON K 3 8 4 BDRM BEARING: 8" LOAD:33# HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES >the rasponsiblittvofthe instailerfbU#der buildinocontractor licensed contractor, 3ctororerection contractor)toproperly receive, unload stnra handle, in ta#and ice metal plate connected wood trusses to protect lifer and property,The installer lst exercise the same high degree of safety awareness as with any other structural iterial. TPI does not intend these recommendations to be interpreted as superior '.hie project Architect's or Engineer's design specification for handling, installing I bracing wood trusses for a particular roof or floor. These recommendations are 3ed upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 63719 (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 orinstaller. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright 0 by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TORAGE Frame 1 Tag Line tt 7'A=.�p 71%, `^^Ym!'�T"�pA'a4'F N1�` �` wyp(S nJ f1 th t d fa j (�id� Ifd;l � ��1� ta1iN�,ti,u,.t;d'"..1Jr,A'��f Typical horizontal tie member with multiple stakes (HT) YAruss of bra, 'cup of truaea (E8) Frame 2 e it 12 —7 4 or greater `q !SrLO \ S,o t0s o � C, Top chords that are laterally braced can buckle - togethe,r and cause collapse if there is no diago- net bracing. Diagonal bracingahould banalled to the underside of the lop chord when purlins t. are+attached to the topside of the top chord. Over 28' - 42' 3. 5ver 42' - 60' 3. fiver 60' St F - Douglas Fir -Larch F - Hem -Fir ontinuous Top Chord _ateral Brace —� required — t r—!- 10' or Greater I 4"ach ment 9equired SP - Southern Pine SPF - Spruce -Pine -Fir i xa 4 '"I, 6 ,V tI� T"Cl-IRD 1NIM M TE L, M., rID�G� AuL'gRACEa R�,pCI��E 1 "M DB YRrusaesl' Up to 32' 4 12 8' 20 15 Over 32' - 48, 4/12 6' 10 7 Over 481. 60' LI 4/12 5' 6 4 .-e..-w.au prvrcaaw,aar Bnglneer DF - Douglas Fir -Larch SP -Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. �� ; 10" or Greater I Attachme Required ED TRllSa Frame 3 r` SCISSURS;'TRUSS q iCHa al„�XaaN'�, ce SF�C1t�G"Ma8 l SPAN' ('�TCHd Nt �p Ihl r l�;�y)i� ld��iwq;a,M,� ���iYi 'ill ph�P,ACING(L85} a „[3 tfuasesj„ ,F , in+��!���'r�a�f��4r.��SP aF'"N �8PF HF;:•:; Up to 24' 1 3/12 8' 17 12 Over 24' - 42' 3/12 7' 1 p 6 Over 42' - 54' 3/12 6' g ur - vougias rir-uaron till - southern Pine HF - Hem -Fit SPF - Spruce -Pine -Fir axirr isplacemem Diagonal brace also required on end verticals. Line 4 12 13 or greater N All lateral braces lapped at least 2 trusses. Continuous Too Chord !NS'IgLATI:ON TOLER'AIES: � TY ,mlRiplNl�,i 1 a•.gigihxYadm kN". ��w-m :.Yu,nM1'N IdM1N�N7„''�5 BOW l�Ute T tl/T i T ±'A" L(In) 50" 1 4" 4. ' 00" 112" .3' 150" 3/4" 12.5' Length L(In) Lesser of L/200 or 2" L(in) Lesser of L/200 or 2" ai)4 V Oo 11 'iL#(t3) . .6 8J. 200" 11. 16.7' 250" 1-1 /4" 20.8' 300" 1-1/2" 25.0' DESIGN INFORMATION This dcslggn is for an Individual building component and Lau been based on inf.—Liso provldcd by the dteoL Ttm designer .'-•_->-:-_ wry respm¢smayty lar damages as a mak of daily or Ina�rrr:et fnformatimu epedllaUoms and/or desfgas (urnished to the truss designer by the ellent and tbe. mnrdoess ar asrra T or lbxc tmfmmallon as R may relate to a spr cUlc PcM"t and "'-Pt- no nspoosibdity ar exercises mo eoobml with regent in falmia- t-n, b--"- , sbtpmein and tastan u.n. of filftm. This bum has btru dtskmd as as brh-)dual building eumpoomt to a.�....n_ ra:.nth ATRSirm 1-19M and HOS-97 to be loempnrateC as Part of the bruldfrrg destgrr by a Boadh.g Desigaer tregislexed archNecl or professional ®neeat- twhea reviewd l r apPco.at by the bxUding duigncr. the design. ImaUogs slu s-n mast be checked to be sure that the data shown ere m agrermm( -uh (be to rJ buildingcool toot r9nattc ramrds f sdrM scam« d pto)vt specalratlans or sPed-t applied Iaads Lfriloss :blown, in= has -A bee. designed fur ztorsge or occupancy bad- The design assumms raml"'c"'mn ehotds Rap or bottamd an camtlnu- tsty brand by h-U wg bodes otbuste net moo' �. int-jo. era reed fig- fl-T-t6u�uld be by a Pm daced att aE,plkd tua tmadm® spaearg d t tr-o- a-� Conoedu Plates sb.0 be manufactured firma 20 gangs hot diPP ed ga1►anfrcd sted meeting ASiM A 653. Grade 40. autess othenut a shown. FABRICATION NOTES fTbr to f-brioltan, the fabricator sbaU teNe- this dmwtng to veaHy that this drawling is to cadmm-^" ah the fabrlatmr•- plans end to rdbe a eoutmubos g paasarduy foe aaeeh verb a-"- Any xf'—Parades are to be put d maing bdore datrhrg or (-brlatioa. Ptaics sha8 not be Installed wer nmout tes. Pmob ar dfslasted gram Members sha8 be emt for Light Ruling woad to wood bartag. Cora. _ nedo' plates aha■ be rooted on loth 6- or t� tn+ss girth rob fully imbedded and :ball be sym. about the )olats olhctsdse shown. A Sag ptte is 5- aide z 4- Lon, A Lo4. plate is 6- wide a e' long- Sluts Dotes) rum the plate length sprcNled. Daubleato web manbe+s shall meet at the atntruld mfthe webs udesaoth-afseshoaoL Connecterpistesbes are mkAsudn mes based OR the (acmes shown and may need m b- In tcasd far Bert+tn hand - Nag sad/or--a-str� -es. This truss is mot to be 6tatated with Ban retardant tratd lumber 'We" othvwise shu-tL For addltkaW loformatbm om 9-11* Control refer to ANSIrM L-t995 PRECAUTIONARY NOTES e8 beading and eeeatom rcommendaams are to be roft-' :d to act -Rlt-H.,.Ik g I. hamdfgA-fa f• Ni9-sl. Trusses one to ad 'aah Partfmhr can during banding and bundling, deltveay _W fusiaRayon to evoW t-mage. Temporary and peen s-a b-Ing :es holding ttuases to a-M-Aght --I plumb pm - Um and. fan "'(:thug Lateeai forms sb.0 be latgned and lustaRcd by nth.- Carerul hand_ Big cis rdstaDal and crecamt bracing Is always vri-d- Hamel )attautbanry -cum for xasses m9ub= such L=P=xy bracing du dog ashaaNam bei-en bassos to avoid tmppling Wd be [trats rsmd-- . --" of the eanumi of penaoos. aperica sl in the Iastdi tim of truss_ ssemnai advl. shag be: sought Yaeeded. �oneentmtlmn of construction load grater luxe thedesign loads shall ,-L be ppod to cusses at wY awe No bads otb- thou the 'S%ht of Ure erectors :ball be applied to ase ss until after all fasleoingand bracing s avmplslrst. MONO VALLEY VALLEY TRUE COMMON VALLEY VALLEY TRUSSES (TYP.I MARONDA SYSTEMS UPPORTING TRUSSES H 0 11 a ITYP.I VALLEY AREA 'I SUPPORTING TRUSS VALLEY TRUSSES ITYR) 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 WO: VALLEY SET IF LESS THEN 3-0-0 THEN MOVE DIAGONAL �WEB /TOO NNEXT PANEL. — le it .rG Ti: VT QTY:1 (fl WHEN DIGAONAL WEB PRESENT USE 4X8 PLATE del WHEN No DIAGONAL WEB PRESENT USE 2X4 PLATE 12x4 ► 20 ' OR 4f6 5x6 3i6 VALLEY MEMBERS AT DIAGONAL WEBS t 1 3x6 4x6 t 4X6 24' O.C. (TYP) REQUIRED WITH SPANS 2r4 OR GREATER THEN 26-0-0 3x6 2x4 2i4 214 3X6 VARIES 0.0 4 Ii4 2i4 112 OP TOY 3X6 294 2x4 214 20 4xt0 2X4 3x6 20 714 3X8 3xfi OR 3x6 as t 416 # 7on 14 t 416 2r; MAX 6-0-0 O.C. (TYP) MAX TRUSS SPACING MAX, 9-0-0 O.C. (TYP) ` BELOW = 4e • o-c. go j� SPANS UP TO 60-0-0 .1 TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 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) iOd 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 14r.tt El XCE,PT AS SHOWN PL VrEs , AitE T120 GA TESTED PER ANSVITI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 32I-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0)50068 1e1913 GRf f7JPA,uva r-r —n w ...--- Cont. Support ••n■i■�■■��: KtAL) ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. I BRACING WARNING: Ondug shownoa this draetng IN not erection bmetng, wind bractog, laurtal bracing Or sknitar bracing 'd t is - Part of the building design and wtudh must be shown mrrsidesed try the bulldiog desegoer. Hndrtg Is, for lateral. support at mantxts only tin ledum buckling length. AwtsWns must be Add made to arxlrmc latoml bradng -f ends -nd specjn d Lomtlom detummed by the buadarg desfgrAdditionalFrncing Of fie aretalL structure may be enquired. ISee HIB-91 of TPiI. tryuss Plate lwi-Rutt TPT- is located at 583 D•Omakio Odle. Madfsou, tVlsmastu i.g7I41 Studs 0 6-0-0 o.c. Eug. Job: Dwg: Dsgnr: TLY ('It(f: TC Live 16.0 psf 1'C Dead 7.0 psf TIC Live 0.0 psf BC Dead 2.0 1Tsf Truss ID: Vf Date: 4-11-01 DuIFac - Pit: 1.25 . O.C. SPaging: 24.0f1 Design Criteria: TpI t,v hao b¢„ ba.W ort ati m +aUoo i Provided by the elf—t Ile dalrnE dlsdahns ' am—Pamrbulty I., d„rras_. ,a. a. -it or. iaoltyor Incurred 6Jotmauor(• specok uo,ur dray deslg..a (--fthed to U,e 1n drsigner 'a6FFhc clWd and tllc rn.Tccinus or arsuncy I k Fd,oJcri and a¢cpls tw roponsl.T,lUlr or �<sv<bo no coufrol,•/L1, rga.d to fabdm- I—, ha..dwr`. shipment and /nsl,imuon of Tbb ,..v+n bo !Krn aleslaned ba -kh_ol buedh,g coanpnncn! m a<m,dancc MU 6nm/,rrt 1-1P95 and mop,07 to be b.eirporated Pa r the bufiding dolgn ty a fluudtng t_lgner P%ptcred arehaed.nr,,,a/easlamt •+[a erat. tvl,ra, ,e+le.ced ror,.pp.—[ by the �.riWu>g dety,.cr, I:hc deign hadlnd. shoam �.mt ix cF,eekcd (o be a"- tint u,e data Ore Ir. agrcc--d with Ure tool buikdtng codo- ,bal elaa,U<.e . d, For,w,d ar sn— lands. �cc -s .otouo or.pedal applied loads. niev shag.. truss has not been dalgued For '(((mralje or a¢vPang bads. The dmsrgn assumes pamprosb.. chord. 11op a bott-w ore _ootbw ilu it brad by sheaU.b.g unles oUruaase. �pedfled. trl,ere buwn ehonla to een:ten am IoE WNy lxaccd tatc,ttr by a property ,ppued ygld ce.Ning- they siawtd be br..ecxl at a nasimam spaong of I1 1r o.._ Cnnnecy� �lalo s1oU Ire n+anufaured Irani 20 ga vge bat !PPS LaM,u.,i:ed ate J meetb,E ASn,En eS,T- kadc 40. —1— ou a lse si.o.rn, FABRICATION NOTES �mr 10 r t-k—U- - the r b,rcatorslgU r<nea Its dna..4.c to 7_,-ry Itwt u.b dra+ring b In ynrorman<c a•I ' U l.w_l,,e3 lam and to pine mnttnua>g r parasdrruq f c aaeh rerl- S1bn. nny dLoepandes are to be put b, Ming bcfotc cu[Ung or fabe—Uw.. ,tea ahaa not lac Installed oaer knothole• p4 er dbterind Frain- Mrn.bara ahaU be eat VA fittl g wood to woad beaeng. Cao- 4tar plats shaa be rooted on both fa•_p of !< inrss wnh halls fuuy hah.Jded and shall be . hm about the Joint unhe oth—lse alw..,., A 1; plate Is s- wide >< i' bn,F- A 6aS plate is G ife a r- boy Snits (trotal n,n pan.0e! to plate knFth sp&jacd_ Uoabk cut of a,eb n,be.s shall meet al the een,r d of U,e �(ca alh,mise shmera. Canny phte slro k minlr... s&ts Inscd on Ih< inrccs sl,o+r,t n(ay need (o.be a.veased for ee,bin laand- taad/orogibn al.aae- T'hb (ruaa b nil bc fabrlolcd ,.Wr fhe relante.,t treatcd u,ttm oU.easrbe sho.aaa. For addtuorml gaaUty Control rdcr to MISTIM 1-1995 ZECAUTIONARY NOTES b.sdr,C and e.ecabn r-esn cnd�no+.a ar¢ �banned in,<mraan<c nith-Fiand)tne d s El.a<fn�_ tuts 91. T;aaaea are to ha,.ka ,rill. pa.Ueu6r rare daring b.ndng i w. am,E av,-ery a w wt.9arkra to a.em �at� Tcn,Po.a.y and pen..a.,e..t braeh,E. !'w"r^f thuds to • s(.a/glal and pl—. b pas- aaa mr resbtb.g .tint t.nRa al as be k„ed ,nd w�l,el t" ovKn. ea,es I r..nd_ 4crOW and uecUar b.aebag Is ah.aya _ No1Ra1 Pfetaulmualy adl n for po requires such (cmponty bnehrg during 4b0on btttatca Uusscs to amid J.Pp S �donrbwu,E, Th-_ soper.blw, of erection c( pcs shall be Itndrr the rnalml c( "m a1.d wi,,lauarl 9r trusses: meat aan<c st aU be saaght If needed ntnuw. ad eo.saa, U—' load. greater ibe dolg+, bads Stull not Ir. applied to at any M, N. Inadg other U,aa the t of the r .dors ,ba81, .,•,,hcd tp +nta caller all I?<l<npy, a++.l inaeing HIP GIRDCR TYPICAL BLOCK Maronda Systems 4005 MARONDA WAY SANFORD. FL 32771 (407) 321=0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSF §0050068 1119a GREE11aROpt:. Cr,OVIE00,FL72 i 6fi horn_• Alolrir Allolrlir 2x BLOCKING ADDED TO TOP CHO- OF STEP 'HIP TP►USSES TO SHORT EIV . OSB- NOT TO EXCEED 2zI"O.C.. 10 BE NAILED TO TRUSSES wl 12,r. ON CEN- STAGGERED PRE-ENG'D TRUS TOP WALL OF - BUILD I I READ ALL NOTES ON THIS sil[g. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: endng dro+,a vn (hl3 dn+aing le Iw.t ercr8an brnc(nP. Mud bnesc3inq. lrlal bra�FnQ yr similar hncb, nidcb b a Part of Ure building deign and mldd, must 6- tonsldcby roIh< buUdu+g dr_ len<r. F3racln sho+m 7 fur lalcral suppv,t d lnrss m<mbcrs o,.fi- br re g made to w,ci,or titctal b.acb.g J+.ce buckling lu,gfh- Fyn. -Darts roust 6< g hddaloaai bneb.g of Urc. aam.0 .ends god spttUi_d hniluns ddcnnbrcd by U,e buUdin dvI liana Plate I...titute. TPI, � (rudure may Im rcqubed, 1_Scc Il7tj-91 of i PU, g goer• loo.(ed at ss� nomado o,n.e.. aladlaa, tv fop rain: ratF.11et,vursccec-tv�uet�s - - Eag. Job. Dwg: Dsgtw: TLjr Chk: 7:C Live xG.O _ psI Dead 7-U (ysf 13C Live DC Dead tu.o (15r __ — as-_ f-t1YUETAI{_ Truss ID. HlP . Dule: 10-20.-00 bulFac - ibr- • 1.25 DurFac - PI1: 1.25 O-C- SIXIcilig: KO" Design Ctileticv: TPI Codca Des: JB: ARLI'NGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: 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 Irrfornsatfon. speclficaulms and/or designs furnished to the truss designer by the cheat and the correctness or accuracy of this Information as it may relate to a spe- (Me project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shlpment and Installation of trusses. This truss has been designed as an Individual bulldog component in accordance with ANSI/TPI 1-1995 and NDS-97 to be lncorp"rated as part of the building design by a Budding Designer (registeredarchitect or professional engbrar). 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 localbulling codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not beendesigned for storage or occupancy bads. The design assumes compression chords (top or bottom) are con lnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'4r 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 fabricate shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realfre a continuing responsibility for such vert- fkation. Any discrepancies are to be put in wrtting before mtung or fabriation. Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting woodto wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A &x8 plate is 6' wide x 8- long. Slots (bolts) run parallel to the plate length specified, Double cuts on web members shall meet at the central of the webs unless otherwise shown. Connector plate sues are mtnm,mn sizes based on the forces shown and may need to be increased for certainhand- ling and/c r 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 A8 bracing and erection recommendations are to be followed in accordance with -Handling Installing @ 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- Ition and fur resisting lateral form shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary baadng during installation between trusses to avoid toppling and daatnoing. The supervision of erectionof trussed shall be under the control of persons experienced in the installation of trusses. Pmfesskwal advice shall be sought «needed. Concentration of construction loads seater than the design loads shall not be applied to trusses at any lire. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-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. 1/2" thru-bolts at 24" o.C. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.48" D--0.51" Tes-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Cbords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry ill 0" Jacks (mono truss framed to BC) and Hip Jacks framed to BC WndLod per ASCE 7-98, C&C, V. 125aQh, H= 15.0 ft, Isr 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type. Encl L= 58.0 ft W= 40.0 ft Truss in INf zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CON[1ECTION PER SCHEDULE: Support 1 1869# Support 2 1830# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -13806 0.25 22-21 12242 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.17 20-19 16654 0.66 4- 5 -20882 0.18 19-18 23651 0.92 5- 6 -24952 0.21 18-17 23651 0.70 6- 7 -24952 0.21 17-16 23649 0.70 7- 8 -20881 0.18 16-15 23650 0.92 8- 9 -20880 0.17 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-11 -13806 0.25 13-12 12241 0.68 4-PLYS REQUIRED TI: A QTY:4 ___ _== ===Joint Locations======_==_====_ 1)= _0 0 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) IS- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) IS- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 -13 -1869 BOT PIN 39- 8- 0 4660 0 -1830 BOT H-ROLL 7-4-0 25-" 7-4-0 1 2 4 5 6 7 8 10 11 6 00006.00 8X10 3X6 T 4-5-12 0-6-6 1 1 Face = 0-3-12 3.0008-0 I 6X8 1OX10 8X10 T 0-6-6 4-2-6 TT� I 3 00 Face = 0-3-12 P'I l 7-2-11 24-2-10 7-2-11 2 21 0 19 18 17 16 15 14 13 2 4660# 8.00" 1-0-0 4660# 8.00" 40-0-0 1� -0 0 (Bolo-lo> �Bado- EXCEPT AS SHOWN PLATES ARE 1475# 1475# 10)0 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1595 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dung: Truss ID: A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 400 MAR, 5 MARONDA WAY TC Live 16.0 psf DurFae - Ibr: 1.25 SFL. 3 Bracingashown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing part of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFac -Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 pSf O.C. Spacing: 2,&0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specifiers locations determined by the building designer, Additional bracing of the overall structure may be required. (See HIB-91 of TPII. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D•Onohlo Drive- Madison, Wisconsin 53719). Code Desc: FLA Was VANNESSA OR.OVIEDOXI-32766 TOTAL 33.0 _ psf V:09.05.02- 6788- 7( ••, .. ..-W .vv,YY a rnrn: L,:urr,-L.VAVUMVKLA. 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: 2x6 SP #2 Continuous lateral bracing attached to =_____________joint Locations======___==___= This design is for an indtvhduah budding HOT CHORDS: 2x6 SP #2 edge either of web (s) shown. Brae MUST be 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0 component and has been based on Information WEBS: 2x4 SP #3 positioned to provide equal unbraced ced 2) B- 8- 0 6) 40- 0- 0 10} 17- 2- 1 provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 2, 6 segments OR 2x4 T-brace nailed flat to edge 3) l7- 2- 1 7) 40- 0- 0 11) 8-i1-11 faulty or incorrect Information. specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 and/or designs furnished to the uuss designer composite result of multiple loads. Brace must extend at least 90% of web length ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the cormctr es or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 n -0" . X-Loc Vert Horiz Uplift Y-Loc Type of this Information as It may relate to a spe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125aph, 0- 4- 0 1366 61 -1004 HOT PIN cffkprgd and accepts "oresponsibility or exercises no control with regard to fabrics- MAX LIVE LEAD DEFLECTION: L/950 # H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 39- 8- 0 1366 0 -1026 BOT i3-ROLL tion. handling, shipment and Installation of at JOINT 4 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss PROVIDE UPLIFT CONNEICTION PER SCHEDULE, trusses. This trusshas been designed as an L>a-0.49" D=-0.50" T--0.99" in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Support 1 1004# individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: t Impac Resistant Covering anti/or Glazing Aeq Support 2 1026# ANSI/TPI 1.1995 and NDS-97 to be Incorporated T= 0.47" as part of the building design by a Budding MAX BORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE... CSI FORCE... CSI Designer (registered architect or professional en for Ts O.23 ^ ..BC ... �g daf�g designer. the design loadings shown RMB = 1.15 2-2- 3 -5333 0.61 11-10 3665 0.64 must be checked to be sure that the data shown 3- 4 -5387 0.51 10- 9 5402 0.83 are in agreement with the local building codes. 4- 5 -5372 0.61 9- 8 3664 0.65 local edrnatic records for wind or snow Toads, project specifications or special applied bads. 5- 6 -4072 0.64 8- 7 3663 0.76 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contfnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ate not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS -FM A 653. Grade 40. unkss otherwise shown.. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrkaton's plans and to realize a continuing responsibility for such vert- ficstion. Any discrepancies 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 bothfaces of the truss withnabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate 1. 5" wile x 4' long. A 6x8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate Length specifed. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mfnhnum sines based on the forces shown and may need to be Increased for certain hand- ling and./- 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 Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and' Installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- hion and for resisting lateral forces shall be designed and installed by others. Careful hand- Inrg 1s essential and erection bracing Is always required. Normal precautionary action for trusses requkes such temporary bracing during Installation between busses to avoid toppling and dom(noing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought 9 needed.. Concentration of construction loads Beater than the design loads shall not be applied to. trusses at any rimb e. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. Ilk 8-8-0 1, 22-8-0 11 8-" 1 3 q 6 6 0000 T 5-1-12 0-6-6 6X8 4X6 8XIO 6X8 �00 3AD Face = 0-3-12 3.00 I1 3 00 Face = 0-3-12 O-8-0 8-3-11 22-0-10 8-3-11 it 11 10 9 8.00" 1366# 8.00" �1I366# (RO-10-10) id 40- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TP1 1-1995 (I RO-10-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK =Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Dale: 10-04-02 4005 MARONDA WAY TIC Live 16.0 psf DurFac - Lbr: 1.25 SANFOM, FL. 32771 Bracing shownon this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing for lateral TIC Dead BC Live 7.0 psf O.0 DurFae - Pit: 1.25 n O.C. Spacing: 24a0 (407) 32I-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown. is sec PP^R d Truss members only to reduce bucking length- Provisions must be made to anchor lateral bracing at ends and specified locations determinedby the budding de.Wrner. Additional bracing of the overall structure may be required. (See RIB-9I of TPq. BC Dead psf 10. 0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1006vANNESSADROLIEDO.M32766 I I TOTAL 33.0 psf $9- 7' uestgn• Manz ilndtysts JOB PATH: CATEE-LOW011SMU HCS: 08.X,02 JB: ARUNGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDSt 2x6 SP #2 Continuous lateral bracing attached to = __ ____====<7oint Locations=====_==_==____ =0- This design Is for an individual building DOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0 5) 40- 0- 0 9) 10- 3-11 component and has been based on information provided by the client The designer disclaims WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 any responsibility for damages as a result of faulty or incorrect information. specifications 2x4 SP #2 2,4 4 MULTIPLE LOADS -- This design is the segments OR 2x4 T-brace nailed flat to n edge of web with w/3"x 0.120" nails spaced 8" o.c 3 } 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 and/or designs furnished to the Uussdesigner composite result of multiple loads. Brace -lfst extendat least 9096 of web length ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace rehired on any web aver 14 r -0" . X-Loc Vert Horiz Uplift Y-Loc Type of this Information as it mayrelaw toaspe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, CRC, V. 125mph, 0- 4- 0 1366 64 -1008 BOT PIN c7Hc project and. accepts no responstbWty or exercrsesnocontrolwithregardtofabrica- MAX LIVE LOAD DEFLECTION: H= 15 .0 ft, I= 1. 00, Exp.Cat. B, Kzt= 1.0 39- 8- 0 1365 0 -1030 BOT H-ROLL if-. handling, shipment and installation. of L/999 Bld Type= Encl L. 58.0 ft W. 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE - trusses. This toss has been designed as an L--0.42" D=-0.44" T=-0.86" in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 1 1008# individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1030# ANSI/TP1 1-1995 and NDS-97 to be Incorporated T= 0.44" as part of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC ... FORCE... CSI ..BC ... FORCE ... CSI engineer). When reviewed for approval by the T= 0.22" 1- 2 -4019 0.66 10- 9 3615 0.72 building designer, the design toadbW shown RMg = 1.15 2- 3 -4925 0.60 9- 8 3597 0.64 most be checked to be sure that the data shown 3- 4 -4925 0.60 8- 7 3596 0.64 are In agreement vvith the local building coda. 4- 5 -4018 0.67 7- 6 3614 0.72 local climatic records for wind or smw 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 othemise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of W-(r o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvarlmd 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 reahae a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for.., flitting wood to wood bearing. Con- nector plates shall be Muted on both (aces of the truss with nabs fully imbedded and shallbe sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6' wick x W long. Slats (holes) nun parallel to the plate length specified. Double cuts on web member: shall meetat 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 bomber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing anderection recommendations are to be followed. In accordance with 'Handling. Installing @ Bracing`. HIB-91. Trusses are to be handled withparticular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight andplumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand - king 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 dommoing. The supervision of erection of trrssa shalt be under the control of persons experienced In the installation of trusses. Professional advice shall be sought 9 needed. Concentration. of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other thanthe weight of the erectors shall be applied to tosses until after alf fastening and bractng Is completed. T Ilk 10-0-0 k20-0-0 10-0-0 11 3 6.00 Face = 0-3-12 3.00 0-8 6X8 8X10 6X8 �X6 3•00 Face = 0-3-12 T 9-7-11 19 4-10 9-7-11 i f6 1,8 i 1366# 8.00" 6 13669 8.00" 40-0-0 1 (RO-10-10) 1 (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/PI 1-1995 scale = 0.1595 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bm,tng shown or this drawing is not erection bracing. wind bracing, portal bracing or stndi-u bracing which is a part of the building design and which must be considered by the building designer. Bracing shown 19 for lateral support of truss members only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be requited. (See HIB-91 of TPI). fhvm Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Eng. Job: WO: ARLK fig: Truss ID: C Dsgar: TLY Chk: Date: 10-04-02 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf Durfac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6790- 7: riesrg- rmm,u Anoyrra .ivn rAirl: l.:if tt-LVA VURJIARU HCS: 08.X02 DESIGN INFORMATION The design is for an Individual building component and has been based on Wormation provided by the client. The designer disciafms any responsibility for damages as a result of faulty or incorrectinformation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as h may relate to a spe- cifk project and accepts no respon nbfitty or exercises no control with regard to fabnm- tUmL handling, shipment and Installation of trusses. This truss has been designed as an tndtvidual 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 specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottorn) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension are not fully braced laterally by a properly applied rigid mWng. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting 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 fabnatoes plans and to realize a continuing responsibility for such ved- f1catton. Arry 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 fitting wood to wood bearing. Con- nector plates shall be located onboth 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 tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the oentrold of the webs unless otherwise shown. Connector plate sues are mui llmumn alms based on the forces shown and may needto 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/M I-I995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling installing & Bracing'. H16-91. 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- mion 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 duthig Wtallatlan between trusses to avoid toppling and domtnotng.. The supervision of erection of trusses shall be under the control of persons arperttncedin the installation of truces. Pn#essional advice stall be sought if needed Concentration of construction bads greater than the design bees shall notbe applied to trusses at any time. No loads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 618 WrldLod 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 €t War 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/945 at JOINT # 5 L=-0.49" D=-0.51" T--1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.51" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.25" RMB - 1.00 T WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 520# Support 2 511# .TC ... FORCE ... CSI 1- 2 -8922 0.47 2- 3 -10313 0.51 3- 4 -12330 0.13 4- 5 -14511 0.47 5- 6 -14509 0.43 6- 7 -9431 0.45 7- 8 -8183 0.42 2-PLYS REQUIRED ..BC ... FORCE...CSI 16-15 7973 0.97 15-14 8166 0.95 14-13 9561 0.61 13-12 12493 0.91 12-11 8760 0.71 11-10 7500 0.89 10- 9 7311 0.89 TI: C1 ATY:2 __ =Joint Locations_______________ 1) 0 0- 0 7) 34- 5-10 13) 13- 1- 8 2) 5- 6- 6 8) 40- 0- 0 14) 10- 3-11 3) 9-11- 0 9) 40- 0- 0 15) 5- 6- 6 4) 13- 1- 8 10) 34- 5-10 16) 0- 0- 0 5) 21- 1- 8 11) 29- 8- 5 6) 30- 1- 0 12) 21- 1- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2906 36 -520 BOT PIN 39- 8- 0 2689 0 -511 BOT H-ROLL 9-11-0 20-2-0 9-11-0 1 2 4 $ 7 8 0 -6 8X10 6X8 1OX10 Face = 0-31-12 3 0013-10-8 0-8 8X10 JAQ is -- 1O?0j Vace = 0-3-12 T 11 9-7-11 19-4-10 9-7-11 11 15 14 13 12 11 10 9 2907i4t 8.00n 2690# 8.0011 1-0-0 I 40-0-0 CCi�) A S (24) 2X4 93fl;9t j 1934;f �ER�O.10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK MarOnda Systems)] A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C1 CONTRACTOR, BRACING WARNING: Dsgur: TLY Chk: Date: 10-04-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SAN FORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing, wind bracing. pores 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 truss TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24%0n (407) (407) 321-3913 TOMAS PONCE P.E. of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends andspecified locations determined by the building designer. Additional bracing of the overall. structure may be required. (See HIB-9I of TKI. psf BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 rrruss Pate Institute. TPI. is bated at 583 D'Onof o Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005VANNESSA.DRAVIEDO.Pt32766 TOTAL 33.0 pSf .....•6^• •.••-. •• .,•.»�,... wit rn, n. c,.-ucc-wnvvaaunru.A 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: 2x6 SP #2 MULTIPLE LOADS -- This design is the ______________Joint Locations=====______ This destgn is for an individual budding component and has been based on Information BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 composite result of multiple loads. 1) 0- 0- 0 6) 33- 9- 2 11) 20-__0__- 0 The provided by the client. The designer disclaims 2x4 SP #2 4,6 All COMPRESSION Chords are assumed to be 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 any responsibility for as a result of continuous) braced unless noted otherwise. Y 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 faulty orImmTectInformation, specifications and/or designs furnished to the tnissdestgner PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 12511ph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 4) 20- 0- 0 9) 33- 9- 2 5) 28- 8- 0 10) 28- 4- 5 14) 0- 0- 0 by the client and the correctness or accuracy of this information as it may relate to a spa- Support 1 989# Support 2 1028# Bld Type® Enel L. 58.0 ft W- 40.0 ft Truss ----tAX. REACTIONS PER BEARING LOCATION ----- cffk project and accepts no responstbWtyor exerrises with to fabrice- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL- 6.0 t Resistant Covering psf �� in3 and/or Glazing Req %-Lore Vert HOziz Uplift 0- 4- 0 1365 Y-IqC Type no control regard L/999 97 -989 BOT PIN tion, handling. shipment and installation of trusses. This truss has been designed as an L--0.35" D=-0.36" T--0.71" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 39- 8- 01366 0 -1028 BOT H-ROLL individual budding component in accordance with MAX HORIZONTAL. TOTAL LOAD DEFLECTION: 1- 2 -3949 0.53 14-13 3535 0.78 ANSIfM 1-19%and NDS-97 to be incorporated T- 0.42" _ as part of the building design by a Building Designer Iregstered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4342 0.54 12 -11 3483 0.58 engineer). when reviewed for approval by the T- 0. 21" 4- 5 -4342 0.54 11-10 3484 0.58 building deserter. the design loadings shown RMB - 1.15 5- 6 -3825 0.51 10- 9 3584 0.71 must be checked to be sure that the data shown 6- 7 -3949 0.55 9- 8 3536 0.78 are in agreement with the local building codes. local climatic records for windor 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. rigid ceding. they should be braced at a maxlmumspacing of I a-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mcettng ASRd A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing I. in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ficatlon. Any discrepancies 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 Ught fitting wood to wood bearing. Con- nector plates shall be locatedon both faces of the truss with -0. fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is S' wide x 4- long. A 6X8 plate is 6" wide x 8- long. Slats (hotesl runparallel to the plate Length specified. Double cuts on web members shad meet at the centraid 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- dng 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 1-19% PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed inaccordance with -Handkng Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Man and for resisting lateral forces shadbe designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary btadng during Installation between trusses to avoid toppling and do miloing. The supervision of erection of trusses shall be under the contso! of persons experienced in the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction bads greater than the design loads shad not be applied to trusses at any time. No bads other than the weight. ofthe erectors shall be applied to trusses until after all fastening and bracing is completed Ilk 114-0 k17*0 11-4-0 1 2 4 6 6 00 T 6X8 8X10 6X8 -6 5X6 Face = 0-3-12 3.00 I 1 3 00 Face = 0-3-12 o-s I 10-11-11 16-8-10 10-11-11 1 1366# 13 11 8.00" 110 9 8 � (RO-10-10) I le 40-" 1366# 8.00" (1 RO-10-10) EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 r WARNING: READ ALL NOTES ON THIS SHEET. F-eg• Job: �Manonda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifiedlocations determined by the building designer. Additional bracing of tie overall structure may be required. (See Hill-9l of Tpn. Muss Plate In"utute. TPL is located at 583 D'0n0fri0 (hive. Madison, Wisconsin 53719). Dsw: TLY Chk: Date: 10-04-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 p BC Dead 10.0 psf DurFac - Lbr. 1.25 DurFae -Pit: 1.25 O.C. $ : 24.0° armsi P 9 Design Criteria: TPI 9 Code Desc: FLA 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAMVESSA DROVIEDO.FL31766 TOTAL 33.0 psf ____ Y:09.05.02- li793- 7A ­5". ,Ra.,... n,aayau .run resin: (.Auto-LUAUUIQtARf.A HCS, 08.20-02 JB: ARLINGTON K 3&4 AC,: i 0# UPLIFT D.L. WO: ARLK WE: TI: Di QTY:I DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the =_ _ a;= e:Joint Locations===== ... This design Is far an(n"milbuilding component and has been based oninformation BOT C13ORDS: 2x6 SP #2 WEBS: 2x4 SP #3 cougosite result of multiple loads. 1) Oa 0- 0 6) 33- 9- 2 =______ 11) 20- 0- 0 2x4 SP #2 4,6 All COMPRESSION Chords are assumed to be 2) 6- 2-14 7) 40- 0- 0 12) il- 7-il arty responsibility for damages a a mesa/ of anyresprovidedty�eche"(_aagestg"er amuttof continuously braced unless noted otherwise. Y 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 faulty orincorrect information. spxHkatrons and/or designs fumishedtothe buss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt. 1.0 4) 20- 0- 0 9) 33- 9- 2 5) 28- 8- 0 10) 28- 14) 0- 0- 0 by the client and the correctness or accuracy ofthis information a relate t�� Support 1 989# Support 2 1028# Bld Type- Enel L. 58.0 ft W= 40.0 ft Truss in 4- 5 , ----MAX. REACTIONS PER BEARING LOCATION----- Fray ctnc exepsesn and 1e"`s acre project ct control with regard to fabnca- MAX LIVE LOAD DEFLECTION' INP zone, TCDL= 4.2 psf, BCDL- 6.0 psf IIIlpact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 tion. handling, shipment and Installation of trusses. This truss has been desigmedasan L/999 L--0.35" D=-0.36" T=-0.71• .-TC... FORCE ... CSI ..BC ... FORCE...CSI -989 39- 8- 0 1366 0 -1028 BOT PIN BOT H-ROLL individual building component Inaecordancewith MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3949 0.53 14-13 3535 0.78 ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building T- 0. 42" Designer (regbtered. architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3 - 4 -4342 0. 54 12 -11 3483 0. 58 engin«r)- When reviewed for approval by the T- 0.21" 4- 5 -4342 0.54 11-10 3484 0.58 building designer. the design loadings shown = R Z.15 5- 6 -3825 0.51 10- 9 3584 0.71 mist be checked to be sure that the data shown 6- 7 -3949 0.55 9- 8 3536 0.78 are in agreement with the local building codes, total cibrnatie records foc wind or snow loads. project spectilmllons or special applied Mods. Unless shown, Inns has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contimu- ously braced by sheathing unless otherwise specired. Where bottom chords in tenslon are not fully bracedlaterally by a property applied rigid ceiling, they should be braced at a maxfrmnn spacing of W-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 fabri atm shag review this drawing to verify that this drawing is In conformance with the fabrlcatofs piams and to realize a contlnufng responsibility for such vert- flmtton. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes.. knots m distorted grain. Members shall be cut for tight fitting wood to wood beaming. Con- nector plates shall be located on both faro of the truss with nalls fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is S" wide x 4" long. A 6x8 plate Is 6' wide x 8" tong. Slots (holes) run parallel to the plate length specHkd. Double cuts on web members shall meet at the centroki 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 - it g and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. Port additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In aoromdance with -Handling InatAB & BractrIC. HIS-9 1. 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- Rion andfor resisting lateral forces shall be designed and installed by others. Careful hand- Iing is essentlal and election bracing is always required. Normal precautionary action for trusses requires such temporary bracing dtutng installation between in— to avoid topping and dombromg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shaft not be applied to tresses 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. 114-0 17 4-0 11-4-0 1 2 4 6 T r 6.00 6-5-12 0-6-6 Face 0-5-0 6X8 8X10 6X8 0 JAY � d-0 5X6 -ace 6-2-6 0-6-6 TT� 1 = 0-3-12 i 10-11-11 16-8-10 13 10-11-11 9 S 1366M 8.00° 1 11 1366# 8.00" 1-0 0 404)-0 � _ C� A S (24) 2X4 I L(R��0 100-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 LMaronda Systems 4005 MARON'DA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.0VIEDO.FL32766 wwxnInv: 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 bmctg, wind bracing, portal bracing or similar bracing which isa part of the building design and which must be considered by the bufldmg designer. Bracing shown B for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bulldilg designer. Additional bracing of the overall structure may be required_ (See HIB-91 of Tn. (Truss Plate Institute. TPI. Is located at 583 D'Onofrto Drive. MadGon, Wisconsin 537I91. Job: Dwg: Dsgur: 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 nsf Truss ID: Di Date: 10-04-02 DurFac - PIt: 1.25 O.C. Spacing: 24+0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: ARLING73N K 3&4 AC: 10# UPLIFT D.L. WU. ARLK IWE: TI: E QTY:1 DESIGN INFORMATION TOP CE1ORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the = _ __=_ ===Joint Locations==========_==__ This design is for an individual blinding HOT CHORDS: 2x6 SP #2 ccuposite result of multiple loads. 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 provided bythc�tentThcdesignerdrsdauns any tesponslbtltty for damages as a result of 2x4 SP #2 4,6 continuously braced unless noted otherwise. 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 faulty orit"nedInformation. spmMcadons WndLbe per ASCE 7 - 98, C&C, V= 12 5mph, 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/or designsfurnished tothe truss deslgner PROVIDE UPLIFT CONNECTION PER SCHEDULE: R= 15.0 ft, I- 1.00, ExP.Cat. B, Kzt= 1.0 5) 27- 4- 0 10) 27- 0- 5 by the client and the correctness oraccuracy Support 1 988# Bld Type= Encl L. 58.0 ft W= 40.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION- ---- of this Information as d may relate to a spe- Support 2 1027# in INT zone, TCDL- 4.2 psf, BCDL= 6. 0 P psf Vert X0- HO100 Uplift Type cdic project and. accepts no responsibility or exercises no com mi with regard to fabrics- MAX LIVE LOAD DEFLECTION: act Resistant Cover III and/or Glazing Req 4 0- 4 - 0 1365 100 -988 HOT BCYP PIN L/999 39- 8- 0 1365 0 -lOZ7 HOT H-ROLL ttkmL rvasee;, This trusshas an D--0.33" T=-0.65" ..TC ..BC...FORCE...CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4002 0.54 14-13 3591 0.79 ANSI/TPI 1-19% and NDS-97 to be incorporated T= 0.42" 2- 3 -3689 0.51 13-12 3629 0.69 as part of the building design by Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3880 0.45 12-11 3343 0.53 Designer(regstered architect or professional engineetl. When reviewed for approval by the T- 0.21" 4- 5 -3880 0.45 11-10 3342 0.53 building designer, the design loadings shown RMB - 1.15 5- 6 -3689 0.52 10- 9 3629 0.69 must be checked to be sure that the data shown 6- 7 -4002 0.56 9- 8 3590 0.79 are in agreement with the local building codes. brad climatic records for wind or snow bads. 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 conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are notfully bracedlaterally by. property applied rigid. cellmg, they should be bracedat a maximum spacing of la-0' o.e Connector plates shall be manufactured from. 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication.. the fabricator shall review this drawing. to verify that this drawing is in cortfornance with the fabricators plans andto realtze a continuing responsibilty, for such vert- dcaUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt not be installed over knolhoks. knots or distorted grain.. Members stunt be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the traits with nabs fully imbedded and shall be sym. about the joint unless otherwise shown.. A 5x4 plate is 5- wide x 4" king A 6x8 plate is 6" wide x 6" king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenUvid of the webs unless otherwise shown. Connector plate sties are thurnuan 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 guahty Control refer to ANSUTPI 1.1995 PRECAUTIONARY NOTES All bracing and erection mcmninendations are to be followed in accordance with "Handling InstaWng & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundWrg delivery and installation to avoid damage. Temporary and permanent bracing I'm holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installedby others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during installation between muses to avoid toppling and dominoing The supervision of erection a trusses shall be tinder the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed Concentrationof constructionloads greater than the design bads shaft not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to nurses until after all fastening and bracing is completed.... 12-8-0 k 14-8-0 k 12-8-0 Ilk 1 2 4 6 6.00 6.00 6X8 3X4 6X8 - - _ 5X3 6-10-6 0-" Tr� I Face = 0-3-12 3 00 I1 3 00 Face = 0-3-12 0-8-0 _ � �08-0 12-3-11 14-0-10 12-3-11 1 13 1 11 9 8i 1366# 8.00" 1366# 8.00" V_UI (Rods-10) I 4°'0-0 � --0-0 I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TP1 1-1995 ills -dodo) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK LarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: E CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead BC Live 7.0 psf 0.0 DurFae - PIt: 1.25 O.C. Spacing: 240" (407) 321-0064 FaX (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP). BC Dead 10.0 f l� Design Criteria: TPI LICENSE #0050068 rrruss Plate institute, TPI, is located at W D'Onofrio Dive, Madison, Wisconsin 5371% Code Desc: FLA 1005 VANNESSA DKOVIEDO.FL327W TOTAL 33.0 Psf V:09.05.02- 6795- 7t Design: Marra Analysis JOB PATH: C.•17EE-L0KU08SURL.K HCS; 08.20.02 JB: ARLINGTON K 3&4 A%-. WO: ARLK WE: TI: E1 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Q : Plate(s) OFFSET from joint center. The =_ ==_ ====Joint L== _ ocations============ =0- This designs for an Individual budding BOT CHORDS: 2x6 SP #2 Joint Detail Report must be included 1) 0 0 6) 33- 1- 2 11) 20- 0- 0 com,tat. has been based oninformation WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 provided by theclienLThed-ign-dlsciatms any responsibility for damagesakkin as roux of 2x4 SP #2 4,6 fabrication documentation. 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design gin is the 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/or designs furnished to the truss designer continuously braced unless noted otherwise. composite result of multiple loads. 5) 27- 4- 0 10) 27 - 0- 5 by the cuentand the convariess. raccuracy WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- of this information as It may relate to a spe- PROVIDE UPLIFT CCNNECPION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type cific project and accepts no responsibility or regard tallation exercises nog. ntrolship Support 1 988# Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 0- 4- 0 1365 100 -988 BOT PIN antith tin, hartdlfng. shipment and installation of Support rt 2 1027# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 39- 8- 0 1365 0 -1027 BOT H-ROLL trusses. This truss baei been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req individual building component In accordance with L/999 ANSIrM [A 995 and NDS-97 to be incorporated L=-0.32" D=-0.33" T=-0.65" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design. by Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4002 0.54 14-13 3591 0.79 Designer(tegistemdarchitect- professional engineer). When reviewed for approval by the T= 0 42" 2- 3 -3689 0.51 13-12 3629 0.69 building designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3880 0.45 12-11 3343 0.53 must be checked to be sure that the data shown T- 0. 21" 4- 5 -3880 0.45 11-10 3342 0.53 are in agreement with the local building codes. 5- 6 - 3689 0.52 10- 9 3629 0.69 local climatic records for wind or snow loads. RMB = 1.15 6- 7 -4002 0.56 9- 8 3590 0.79 project specifications or special applied loads. Unless shown. truss has not been designedfor storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- orsfy braced. by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceting. they should be bracedat a maxim= spacing of Iiy-0" o.c. Connector Plates shah be manufactured from 20 gauge hot dippedgatvantzed steel meeting AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing Is in conformance with the fabricator's plants and to realize a continuing responsibility for such veri• fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shah not be tnstailed over knotholes, knots or distorted grain. Members shall be cut for tight fitting woodto wood bearing Con- nector plates shah be kxmted on both faces of it. truss with nails fully imbedded and shard be sym. about the joint unless otherwise shown.. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wile x 8" long Slots (boles) run parallel to the plate length specified. Double cuts on web members shah meet at the centrvM of the webs unless otherwise shown. Connector plate sizes are minimumsizesbased on the forces shown and may needto 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 14995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with 'Handling instating R Bracing'. H18.91. 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 straightand plumb pos- ition and for roasting lateral forces shall be designed and installed by othersCareful hand- ling is essential and erection bracing Is always required Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dommomg. The supervision of erection of trusses shalt be under the control of persons experienced In the installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design bads shah not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unit: after all fastening and bracing is completed.. 12-8-0 k 14-8-0 Ilk 124-0 1 2 3 4 6 6.00 7-1-12 0-6-6 6X8 3X4 6X8 Face = 0-il-11L - WO-18 -W -6_00 aAa 3 00 Face = 0-3-12 0-8-0 _ _ 12-3-11 14-0-10 12-3-11 , f4 13 11 9 i 1366# 8.00" 1366# 9.00" 1-0-0 40-0-0 �1� CdjmA S (12) 2X4 (l RO-1010) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1"5 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaron �A SysteMSA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Truss ID: E1 CONTRACTOR. BRACING WARNING: gnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf Durfac - Lbr. 1.25 SANFORD, FL. 32771 BraCng shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which Is apart of the building design and which must be considered by the buildingdesigner Bracing TC Dead BC Live 7.0 psf DurFae - PN: 1.25 O.C. Spacing: 24,.0tr (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be 0.0 psf TOMAS PONCE P.E. made to anchor lateralbracing at ends and specifiedlocattons determined by the building designer. Additional bracing of the overall structure may be required_ :see 1118-91 of'Mil. BC Dead 10.0 f Ps Design Criteria: TPI LICENSE #0050068 0 russ Plate InstlWte. TPI. Is located at 583 D'Onefrto Drive. Madison. Wisconsin 537191. Code Desc: FLA I005 VMNE_WA DR0V1ED0.FL32766 TOTAL 33.0 Psf _ V:09.05.02- 6796- T Design: Matrix Andysis 108 PATH: C:ITEF-LOKUOBSIARLK HCS: 08,20.02 JB: ARLINGTON K 3&4 AC: 1 (jo UPLIFT D.L. WO: ARLK WE: TI: F QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This sign is the = _ =--- =Joint Locations====aaxa==az=== =1) c=0 Ths design Is for an Individual budding component and has been based oninformation BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 composite result of mmlltiple loads. 0- 0 6) 32- 5- 2 11) 20- 0- 0 providedbytheeuent The dengnerd` m""` 2x4 SP #2 2,4,6,8 All COMPRESSION Chords are assumed to be continuous) braced unless 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 any responsibility for damages as a result of jr noted otherwise. 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 faulty or Incorrect Information. specifications and/or designs fumtshedtothe Ur designer PROVIDE UPLIFT COMWTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, Vs 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 4) 20- 0- 0 5) 26- 0- 0 9) 32- 5- 2 10) 25- 8- 5 14) 0- 0- 0 by the client and the correctness or accuracy ofthis Information as it may relate to a spe- Support 1 987# Support 2 1026# Bld Type. Enel L= 58.0 ft W. 40.0 ft Truss in ----MAX. REACTIONS PER BEARING LOCATION----- cWc ptgect and accepts no responsibility or exercises no control with regard to fabrics- MAX LIVE LOAD DEFLECTION: INT zone, TCDL= 4.2 psf, BCDL= 6. 0 psf Impact p p Inpa Resistant Covering and/or Glazing Req %-LOC Vert 0- 4- 0 1365 SOriz Uplift 103 Y-LOC Type lion. hand L/999 -987 BOT PIN shipment and installation of trusses. This truss has been designed as an L--0.30" D=-0.31" T=-0.61" -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 39- 6- 0 1365 0 -1026 HOT $-ROLL Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4036 0.56 14-13 3627 0.80' ANSIPM 1-1995 and NDS-97 to be Incorporate! T. 0. 42 • _ as part of the budding design by Budding Designer (registeredarchitect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3503 0.40 12-11 3195 0.48 engineer). when reviewed for approval by the T= 0 " 21 ^ 4- 5 -3503 0.40 11-10 3195 0.48 building designer, the design loadings shown RDZB a: 1.15 5- 6 -3544 0.53 10- 9 3656 0.68 must be checked to be sure that the data shown 6- 7 -4036 0.58 9- 8 3626 0.80 are In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied. loads. Unless shown, tuns has not been designed for storage o 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 ceding, they should be braced at a maximum spacing of 10'-(r o.c. Connector plates shad 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 shad review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such ven- ficatfon. Any discrepancies are to be put in. writing before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearing. Con- nector plates shall be baled on both faces of the truss with nails fully imbedded and shad be sym- about the Joint unless otherwise shown.. A 5x4 prate 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 cenUvfd of the webs unless otherwise shown. Connector plate sizes are mintmtum sties based on the forces shown and may need to be Increased for certain hand- ling and/or erection. stresses. This tniss 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 Installing h Bracine, HIS-9I, busses are to be handled with particular are during banding and bundling, delivery and Installationto avoid damage. Temporary and permanent bracing for holding trusses in a strafgtrt andplumb pos- ition and for resting lateral forces shall be designed and Installed by others. Careful hand- dfng is essential and erection bracing b always required. Normalprecautionary action for trusses requires such temporary tracing. during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of musses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to I— at any tine. No loads other than the weight of the ereclnrs shall be applied to trusses until after all fastening and tracing is completed. 14-0-0 k124"Ilk 14-0-0 1 2 4 6 F- 6.00 U 6X8 3X4 6X8 Face = 0-3-12 3.00 I 1 3 pp Face = 0-3-12 08-0 ��� 0-8-0 Il 13-7-11 11-4-10 13-7-11 13 1 11 1J3669 8.00" 9 g (RO110-10) I !° ao-0-o 1366Af 8.00" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (I a10) scale = 0.1595 �-- Harr ldtd SyStemS WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is rat erection bracing, wind bracing, portal bracing or similar bracing whichis a par of the budding design and which must be considered by the budding 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 buikhng designer. Additional bracing of the overall structure may be required. (See RIB-91 of TPI). LICENSE #0050068 R'russ Plate Institute. TPI. Is located. at 583 D'Onofno Drive. Madison. Wt-In 53719). 1005 VANNeSSA DROViEDOXI-32766 Eng. Job: Dwg: Truss ID: F Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DufFac - LbC 1.25 TC Dead 7.0 psf DufFac - 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- 4797- 71 e ...--.-- ,•....�,... . 1—. 1;11G - VAUulualAv.A HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT u'.L. WO: ARLK WE: TI: F1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the = ___ __=_ ===Joint Locations= ==__>___=____ =0- This design is for an individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0 6) 32- 5- 2 11) 20- 0- 0 component and has been based onlntomiatfon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 prided bythe client'The any responsibility for damages as a result of 2x4 SP #2 2,4,6,8 continuous) braced unless noted otherwise. y 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 faulty orIncorrect Information. specifications WndLod per ASCE 7-98, C&C, V. 125uph, 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 and/or designs fundhed to the truss designer PROVIDE UPLIFT C0104ECTION PER SCHEDULE- H- 15.0 ft, I= 1.00, Rxp.Cat. B, Rzt= 1.0 5) 26- 0- 0 10) 25- 8- 5 by the client and the correctness or accuracy Support 1 987# Bld Type= Enel L= 58.0 ft W. 40.0 ft Truss ----FAX. REACTIONS PER BEARING LOCATION----- ofthis mformatwn as It may relate to a spe- Support 2 1026# in INT zone, TC DL= 4.2 psf, BCDL= 6.0 psf X-Loe Vert Horiz Uplift Y-Loc Type alit project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: et Resistant Cover' and/or Glazing iris Reg 0- 4- 0 1365 103 -987 HC)T PIN exercises no control with regard to fabrira- tlon.handling. shipment and Installation of L/999a 39- S- 0 1365 0 -1026 BoT H-ROLL trusses. This truss has beendesigned as an L--O. 30" D=- 0.31" T-- 0. 61" „TC,,,FORCE ... CSI BC ... FORCE...CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4036 0.56 14-13 3627 0.80 ANSI/TPt 1.1995 and NDS-97 to be incorporated T= 0, 42" 2- 3 -3545 0.52 13-12 3656 0.68 aspart of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3503 0.40 12-11 3195 0.48 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.21" 4- 5 -3503 0.40 11-10 3195 0.48 building designer. the design loading shown RMB 1.15 5- 6 -3544 0.53 10- 9 3656 0.68 must be checked to be sure that the data. shown 6- 7 -4036 0.58 9- 8 3626 0.80 are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are wntinu- ously braced by sheathing unless otherwise specified.. Where bottom chords In tension arc not fully braced laterally by a properly applied r od ceiling, they should be bracedat a maximum spacing of 10'-V o.c. Connector plates shalt be manufactured from 20 gauge hot dipped gal ardmd steel meeting ASFM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shau review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reallm a continuing responsitaty for such ver- ficatlon.. Any discrepancies ate to be put In writing before cutting or fabrication. Plates shall not be Installedover knotholes, knots or distorted gram.. Members shall be cut for tight fitting woodto wood bearing. Con- nector plates shall be Ic ated onboth faces of the truss withnails 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 an web members shall meet at the centroid of the webs unless otherwise shown. Connector plate saxes are minimumsins based on the forces shown and may reed 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/7P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing h Bracing'. H1B-91. Trusses are to be handled with particular care during banding and bundWtg delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poe- iti n and for restating lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing B always required. Norval precautionary action for trusses requiles such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 14-0-0 k12-0-0 k Ilk 14-0-0 1 2 3 4 1 6 600 Face = 0- - 6X8 3X4 6X8 UN �I DAa 3.00 Face = 0-3-12 0-8 13-7-11 11-4-10 13-7-11 Ii 13 1 11 1 9 S 1366# 8.00" 1366# 8.00" Cc�1-0-0 A 40-0-0 1 EXCEPT AS SHOWNPLATESARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-10-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda Systems y A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr. 1.25 S5 MAR, M. 32771 wns� shown on this drawing (a not erection bracing wind bracing, portal bracing or similar bracing Part. of the building design and which must be considered by the budding designer. Bra TC Dead BC Live 7.0 psf DurFac -Pit: 1.25 Spacing: 2 A O, CrC, Sp g NOn (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be 0.0 psf 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 IIIB-9I of TPQ. d BC Dead . 100 f Ps Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI„ L4 krated at 583 D'Onohio Drive. Madison. Wisconsin 537191, Code Desc: FLA I006 wANNESSA OPLOVIEDOXI-32766 TOTAL 33.0 psf :09.05.02- 6798- 71 Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSIA X HCS. 0&20.02 - ' JB: ARLINGTON K 3&4 AC: 10* V?UFT D.L. WO: ARLK 'WE: TI: G 61TY:I DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the .-au' ==Joint Locations=====___ ___=___ Tbfs design is for an Individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0=====0- 0 5) 31- 9- 2 9) 24- 4- 5 comptmadara4hasb«atmxdanIncrnmation NEW: 2x4 SP #3 All 1001PRESSION Chords are assuuued to be 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 inavideabythe client -Me designer dtscfaa"s any responsibility for damages as a mutt of 2x4 SP #2 2,4,6 continuously braced unless noted otherwise. Y 3) IS- 4- 0 7) 40- 0- 0 11) 8- 4-12 faulty orIncorrect Information, specifications WndLod per ASCE 7-98, C&C, V= 125uph, 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I- 1.00, EV.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BF,ARIM LOCATION ----- bythe client and the cormtnessoraccuracy Support 1 986# Bld Type= Encl L- 58.0 ft W= 40.0 ft Truss X-Luc Vert Horiz Uplift Y-Loa Type of this information as it may relate to a spe- Support 2 1025# in INl zone, TCDL= 4.2 psf, BCDir- 6.0 psf 0- 4- 0 1365 106 -986 BOT PIN chic project and accepts no responsibility or exercises no control with regard tofabrica- MAX LIVE LOAD DEFLECTION: act Resistant Cover Covering and/or Glazing Req 39- 8- 0 1365 0 -1025 HOT H-ROLL trusshandling,shtprnas and not L�9g9 designed trusses. This truss has been designed a an L=- 0.28 ^ D=- 0 . Z 9 ^ T=- 0.57 ^ ..TC...FORCE...CSI ..BC...FORCE...CSI individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4046 0.57 12-11 3638 0.79 ANSI/TPI I-1995 and NDS-97 to be Incorporated T- 0.42" 2- 3 -3417 0.51 11-10 3662 0.67 as part of the building designby a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3073 0.52 10- 9 3072 0.54 Designer (registeredarchiect or professional erngineerl. when reviewed for approval by the T- 0.21" 4- 5 -3418 0.51 9- 8 3661 0.66 building designer, the design loadings shown RMB = 1.15 5- 6 -4045 0.59 8- 7 3637 0.79 must be checked to besure that the data shown are in agreement with the local building coda. local climatic records for wind or snow bads. project specifications or spmw applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresston chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension are not fully braced lateraily by a properly applied rigid ceWng, they should be bracedat a maxtrmmm spacing of Iiy-0-o.c. Connector plates shall be swtufactured from 20 gauge hot dipped gala tied steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fiatfon. Any discrepandes are to be put in waling before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plate shall be bated on both faces of the truss with naffs fully imbedded and shall be sym_ about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' ling. A 6x8 plate is 6" wide x 8' long. Sots (toles( run parallel to the plate length specifed. Double cuts on web members shall meet at the cenntroo of the webs unless otherwise shown. Connector plate slzes are minimum sha 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 fabrtmted 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 InstaBinq @ Braclne. HIS-91. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing far Folding trusses in a straight and plumb pos. Klan and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential anderection tracing is always required. Normal precautionary action for drosses requires such temporary bmcfng diving installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shad be under the control of persons experlenced In the Installation of trusses. Professional advice shall be sought if needed Concentrationof construction loads greater than the design loads shall not be applied to trusses at. any time. No loads other than the wetght of the erection shall be applied to tnr_sses until after all fastening and bracing is completed.. 15-4-0 9-4-0 k Ilk 154-0 1 2 5 6 0000 T 6X8 6X8 -6 DAD 8-2-6 0-6-6 Tr� I Face = 0-3-12 3.00 I t 3 00 Face = 0-3-12 a8 r9 14-11-11 8-8-10 14-11-11 rl 11 g 7 1366# 8.00" 1366# 8.0011 (RO-1ai0) 40-0-0 (Ralalo> EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSVM 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO.- ARLK LMHaonda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Truss ID: G CONTRACTOR. BRACING WARNING: gnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SA NFORD, FL. 32771 Bracing shownon this drawing is not erection bracing wind bracing, portal bracing or similar bracing which is a part of the building design and which must be consideredby the building designer. Bracing for TC Dead BC Live 7.0 psf 0.0 DurFae - Pit:. 1.25 O.C.^ Spacing: 24.0" g (407) 321-0064 Fax (407) 321-3913 shown is lateral support of truss members only to reduce buckling length. Provisions must be psf vY TOMAS PONCE P.E. Amade dditional ��t erne overall sutuand tu mod. ( tions determined by the budding designer. y required- (See H16-91 dTPi)- BC Dead 10.0 f Design Criteria: TPl LICENSE LICENSE #0050068 irruss Plate institute. TPf. is loated at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA loos vaxwassA aftwrtf ix)SI-327ss TOTAL 33.0 Psf V:09.05.02- 6799- 8( uesngn: Marro Anmysis ltlH FAIR: C:1ftYLVAUVB,) X HM- 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a mutt of faulty or Incorrect information. specHkatans 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- cHk projed andaccepts no responsibility or exercises no control with regard to fabrka- tion, handling shipment and installation. of trusses. This tnus has been designed as an Individual building component in accordance wit) 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 specifications or special applied bads. Unless shown. truss has not beendesigned 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 intension are not fully braced laterally by a property applied rigid ceiling, they should be bracedat a maximum spacing of Ia-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing respomibWty for such verl- ficatbn. Any discrepancies are to be put in writing before cutting or fabrication.. Plates shall not be Installed over knothoi.. knots or distorted grain. Members shall be cut for tight Wing wood to wood bearing Con- nector plates stall be located on both fan of the truss with natls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 61r8 plate is 6' wide x 8- long slots (holes) cam parallel to the plate kngth specified.. Double cuts on web members stall meet at the —ntroid of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased. for certain hand- ling and/or erection stresses. This tress 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 recoomtmdatbns are to be followed inaccordance with -Handling Installing R Bracing". HfB-91. Trusses am to be handled with particular cam during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing. for holding trusses in a straight and plumb pos- Won and for misting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Norvalprecautionary action for trusses MgLd— such ttxnpordq bradq 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 tmialtation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any ttme. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 'B: ARLINGTON K 3&4 AC: 10# UPLIFT E TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 L. WO: PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 986# Support 2 1025# MAX LIVE LOAD DEFLECTION: L/999 L--0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 WE: MULTIPLE LOADS -- This design is the cosgosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 1254Wh, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 B1d 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 -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4046 0.57 12-11 3638 0.79 2- 3 -3417 0.51 11-10 3662 0.67 3- 4 -3073 0.52 10- 9 3072 0.54 4- 5 -3418 0.51 9- 8 3661 0.66 5- 6 -4045 0.59 8- 7 3637 0.79 TI: GI ATY:1 = ___=-= - ====Joint Locati�cnea: ______=___ 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) IS- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 106 -986 BOT PIN 39- 8- 0 1365 0 -1025 BOT H-ROLL 154-0 94-0 k154-0 1 2 14 5 Q 6X8 6X8 8-5-12 0-6-6 Face = 0-- 0-8-0 -6.00 5XI1 8-2-6 0-6-6 TT� I 3-00 Face = 0-3-12 14-11-11 8-8-10 14-11-11 11 11 1 8 1366# 8.00" 1366f/ 8.00" Com�1-0 0 40-0-0 �1-0-0o A S (12) 2X4 ((R0-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TP1 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 YYAKNIN(4: 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 pactof the building destgn and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be 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). fi'russ Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Made on. Wisconsin 53719). Eng. Job: WO: ARLK— Dwg: Truss ID: G1 Dsgnr: TLY Chic: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFa'c - 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-na nr; n'3- Annn_ n' HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been lased on information provided by the client. The designer disclaims any responsibuxy 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 msponstbtW m exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an mdNklual buWtng component in accordance with ANSI/TPI I-I995 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 specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specdled. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxdmum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanizedsteel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify thatthis drawing is in conformance with the fabricators plans and to realise a continuing responsibility for such vert- Oration. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installedover knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wile x 4' long. A 6x8 plate is 6' wide x 8" long. Slots (hotesl tun 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 sties based on the forces shown and may need to be increased for certain hand- Iingand/w erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwtse shown.. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb Pas - Mon and for resisting lateral Comes shad be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bmeing during Installation between trusses to avoid toppling and dominoi ir, The supervision of erection of trusses shall be under the control of persons experienced In the Irstaf)atlon of trusses.. Professional advice stall be sought If needed. Concentration of construction loads greater than the designbads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to russes tuntil after all fastening and bracing :s completed. JB: ARLINGTON K 3&4 AC: 10# UF`U i D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L--0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace mast extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Iizt= 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 TC... FORCE ... CSI ..BC...FORCE...CSI 1- 2 -4060 0.57 12-11 3655 0.79 2- 3 -3246 0.53 11-10 3672 0.66 3- 4 -2899 0.37 10- 9 2899 0.45 4- 5 -3246 0.54 9- 8 3671 0.66 5- 6 -4059 0.59 8- 7 3654 0.79 Ti: H QTY:2 == ===Joint Locations=====----==---= 1) 0- 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 73 -976 BOT PIN 39- 8- 0 1365 0 -1014 BOT H-ROLL PROVIDE UPLIFT CCNNECTICK PER SCMEDIILB: Support 1 976# Support 2 1014# 16-8-0 6-8-0 16-8-0 1 2 5 6f-00 -6 0000 6X8 6X8 T 5X8 8-10-6 0-" Tp� I Face = 0-3-12 3.00 � 3 00 Face = 0-3-12 o-s 16-3-11 6-0-10 16-3-11 11 11 8 7 1366# 8.00" 1366N 8.00" 1-0-0 (RO-10-10) I I 40 -0-0 1-0-0 (l 10) EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1.1995 scale = 0.1595 WA AIIHG: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda Syntems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Truss ID: H CONTRACTOR. BRACING WARNING: T gnr: LY Chk: Date:10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFaC - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on lads drawing is not ereNon bracing, wood bracing; portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing TC Dead BC Live 7.0 psf 0.0 DurFac - Pit: 1.25 O.C.Spacing: 24.Orr �in � (407) 321-0064 Fax (407) 321-39I3 shown is for lateral support of truss members only to reduce budding length. P-Wons must be psf TOMAS PONCE P.E. madeor lateral `racing at ends and specified lotions determined by the building designer. dldtiatoannal hlocations bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #'W50068 (muss Plate institute. TPI• is located at 583 D'onofrkt Drive. Madison. Wisc«nsin 53719). Code DesC: FLA 10M VANNESSA OP-OV:EDOXI-32766 I TOTAL 33.0 psf V:09.05.02- 6801- 8: uesign: armrs Anatysrs JOB PATH: CAME-LOKVOBSIARLK HCS: 09.20,02 I - JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: I 4TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to _=__ =====t7oint Locations =__==_______ This design is for an individual budding BOT CHORDS: 2x6 SP #2 either edge of web(s) shown. Bracing MUST be 0 1) - 0- 0 5) 30- 8-10 9) 22- 2- 0 component and has been based on information WEBS: 2x4 SP #3 positioned to provide equal embraced 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 pcwWedbythe chent.The desigrtcrdiscialras; myresponsibwtyfor damages asaresunor 2x4 SP #2 2,4,6 segments OR 2x4 T-brace nailed flat t0 edge sell 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 faulty or incorrect tnformation,spec0catfons MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 and/or designs furnished to the truss designer composite result of multiple loads. Brace must extend at least 9096 of web length ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy All COMPRESSION Chords are assented to be 2x6 Brace required on any web aver 14 r -0" . X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may relate to sae- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, 0- 4- 0 1366 73 -968 HOT PIN cMcproject and accepts noresponsibility or exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION- H= 15.0 ft, I= 1.00, RKP.Cat. B, Kzt- 1.0 39- 8- 0 1366 0 -1007 BOT H-ROLL tion. handling, shipment and installation of L/999 Bld Type. Enel L= 58.0 ft W- 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This taus has been designed as an L=-0.28" D=-0.29" T=-0.58" in IM zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 1 968# individual building component in aw"dance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1007# ANSIrM 1-1995 and NDS-97 to be incorporated Ta 0.42" as. part of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: FORCE Designer (registered architect or professional engineerl. When reviewed for approval by the3659 T= 0.21" 12-4006�3 057 12�1 08 building designer, the design loadings shaven RMH = 1.15 2- 3 -3143 0.54 11-10 3673 0.66 must be checked to be sure that the data shown 3- 4 -2826 0.36 10- 9 2825 0.41 are in agreement with the local building codes, 4- 5 -3143 0.54 9- 8 3672 0.66 (oral climatic records for wind or snow bads. project spmIlicatiom or special applied bads. 5- 6 -4062 0.59 8- 7 3658 0.78 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 rigidceiling, they should be braced at a mw*num spacing of l(r-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS M A 653. 17-5-0 5-2-0 17-5-0 Grade 40. unless otherwise shown. 1 2 5 FABRICATION NOTES Prior to fabrication, the fabricator stall review this drawing to vertfy that lids drawing is in confor and with the fabrlcatot's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing befom cutting or fabrication. Plates shall not be installed wer knotholes. (mots or distorted gram. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates stag be located on both faces of the truss with nails fully imbedded and shallbe sym. about the faint 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 cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sloes 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 pre retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ag. bracing and erection tecotmnendatiou are to be followed in accordance with -Handling. Installing A Bractne. HI13-91. Trusses are to be handled with particular rare during landing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- gdon and for resbstdng lateral forces shag be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required.. Normal precautionary action for trusses requites such temporary beaming during ins aIL lotion between trusses to avoid toppling and domhnoing. The supervision of erection of trusses shag be under the control of persons experienced In the installation of trusses. professional advice shag be sought d needed. Concentration of construction bads greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses untilafter all fastening and br-Ing is completed. Face = 0-3-12 6.00 3.00 I 6X8 6X8 6.00 l 3.00 1-0 Face = 0-3-12 as 0-8-0 17-2-0 11 4-4-0 17-2-0 11 g 1366# 8.00" 1366Y 8.00" 10-0 ( R0-lal0y I is 40-0-0 _- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSVTPI 1-1995 I (Rala10) scale = 0.1595 r WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARM It aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: I CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 10-04-02 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or similar bracing which is a part of the building design and which must be considered the build by rig m r. Bracing TC Dead 7.0 psf BC Live 0.0 DurFae -Pit: 1.25 n O.C. Spacing: 24,0 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of taus members only to reduce, buckling knitter, pnrvsionns must be tans psf TOMAS PONCE P.E. ns deteined by the budding designer. ad et� lateral bracing at ends and specified bcatbdetermined bracing of lire overall structure may be required. (See RIB-9I of Mi. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (7lrum Plate Institute. TPI. Is located at 583 D•onofrlo Drive, Madison- Wisconsin 53719), Code Desc: FLA 1005 VAN1NESSA OR.oVIBDOX1.32766 I TOTAL 33.0 psf_ V:09.05.02- 6W2- B. Design: Matrix Analysis JOB PATH., C(TESLOKUOBSIdKLK HCS. 09.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design is ("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 as it may relate to a spe- cific project and accepts no responsibility or exercises no control. with tegatd to hbrlca- tion. handling, shipment and Installation of trusses. This truss has been designed as an IndMduat building component in accordance with ANSI/TP1 I-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 load(np shown must be checked to be sure that the datashown are In agreement with the beat building codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottan) are comlinu- ousy braced by sheathing unless otherwise specified. Where bottomchords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of l0'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaWantted steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rrallze a continuing responsibility for such verf- fication.. Any discrepancies are to be put in witting before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naps fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Ls 5' wide x a- long. A 6x8 plate B 6` wide x 8- long. skits moil 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 faces shown and may need to be Increased for certain hand- Itng 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-i9% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HiB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttfon 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 iistatlatlon between tnnsses to avoid toppling and dommoing. The supewbSo n of erection of trusses shall be under the control of persons experfen«d In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shalt not be appliedto trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 702# Support 2 603# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.03" T--0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod 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= 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 -792 0.37 7- 6 649 0.26 2- 3 -1539 0.48 6- 5 639 0.41 5- 4 1319 0.50 TI: J ATY:1 _ === _---Joint Locations===__=______ =1)= O=O- 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 Concentrated LES Location BC Vert L+D -930 13- 0- 0 ---MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 620 12 -702 BOT PIN 14- 2- 3 1307 0 -603 BOT H-ROLL Ilk 74-0 7-0-0 1 3 6 0000 4X6 4-5-15 4-2-6 0-6-6 0-8-6 5X6 3X6 2X4 �— 2X4 6X8 14-4-0 7 6 5 4 620# 8.00" _I . 1308A� 3.62" 1 (R"14.4-0 1-1-7) _ EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 scale = 0.4333 r WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : ARLK Harco tda7 System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: I Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24,0m TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified bacons determined by the building designer. Additional bracing of the overact structure may be required. (See HaB-9I of M. BC Dead 10.0 Psf Design Criteria: TPI LICENSE #f0050068 nhn Plate Institute. TPb. Is loafed at 583 D'Onofrlo Drive. Madison. Wisconsin 537191. �,9 Cade Desc: FLA 1005 VANNESSA DR OVIEDo,M32766 TOTAL 33.0 psf HCS: 08.20.02 JB: AK-LINGTON K 364 AC: WO: ARLK WE: TI: K ®TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = _ ___ ====Joint Locations=-====m======== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 component and has been based an Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 provided by the latent. The designer di -clam. any resporsib8fty for damages as a mtt ofu WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 7- 4- 0 6) 13- 0- 0 faulty or incorrect infomutiomspecttiatfons WndLod per ASCE 7-98, C&C, V. 125aph, ----MAX. REI4GTIONS PER BEARING LOCATION ----- and/ordesigns furnished tothe t—designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I= 1.00, Exp.Cat. B, Kztm 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 1 458# Bld Type= Earl L. 58.0 ft W. 13.0 ft Truss 0- 4- 0 487 42 -458 HOT PIN of this information as tt may relate to a spe- Support 2 413# in INT zone, TCDL= 4.2 psf, BC DL= 6. 0 P psf 12-10-12 422 0 -413 HOT H-ROLL cifte project and accepts no responsibility or exerc>sea «o �� wrUin �� � r b�, MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Reg tfon, handling, shipment and installation of L/999 trusses. Thistr has been designed as art Ln-0.01" D=-0.01" T=-0.02" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI InddvkhW budding. component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2. -571 0.22 8- 7 477 0.21 A Si� e9%and NDS- Incorporated T. 0.01" 2- 3 -431 0.19 7- 6 -327 0.18 as part budding design Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 448 0.20 Designer (registered architect or professional eagineerl.. When reviewed for approval by the T- 0. 01" 4- 5 27 0.13 budding designer. the design loadings shown ItMB m 1.15 must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (tap or bottom) are conUnu- 7-4-0 5-8-0 ously braced by sheathing unless otherwise specified.. Where bottom chords In tenston arc 1 2 4 not fully braced laterally by a property applied rigid. ceding, they should be braced at a 6 maximum spacing of 101-0' o.c. Connector Plates shallbe manufactured from 20 gauge hot ` dipped galvanized steel meeting ASTM A 653. 4X6 Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance withthe fabricator's plans and to read, a continuing R porralbldty for such vert- riation. Any discrepancies are to be put In 2X4 writing before cutting or fabrication. 3X4 Plates shad net be Installed over knotholes. knots or distorted. grain. Members shad be cut for tight Otling wood to wood beating. Con- 4-5-15 4-2-6 nector plates shall be bated an both faces of the truss with naib fully imbedded and shad be X4 sym_ about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to 0—" the plate length specified. Double cuts on web members shall meet at tire centroW of the webs unless otherwise shown: Connector plate stun 14-6 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 (he retardant treated 5X6 lumber unless otherwise shown. For additional 3X8 3X4 information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and enxtionrecommendations are to be followed in accordance with -Handling Installing 6 Bracing'. HIB-91. Trusses are to be handled withparticular care during bandt g and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a. straight and plumb pos. Won and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for trusses requites such temporary bracing dUfing Installation between trusses to avoid toppling and domfnoing. The supervision of erection of trusses shad be under the control of persons experienced In the installation of trusses. Profesvio al advice shall be sought If needed. Concentration of construction bads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. f l 13-0-0 8 7 n •� 4231{ 2.50" 1-1-9 �# le f (R1-1-7) 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSVTPI 1-1995 scale = 0.4674 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK- Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: I Truss ID: K CONTRACTOR. BRACING WARNING: �: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFoc - Lbc 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection. bracing, wind bracing, portal bracing or shnllar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead B(' Live 7.0 psf 0.0 DurFac - Pit: 1.25 n O.C. S aein : 2 4-0 I� (407) 321-0064 Fax (407) 321-3913 shown is for lateral sin support of truss members only to reduce buckling length. Provisions must be psi g TOMAS PONCE P.E. made to, ce lateral bracing at ends and specified locations determined by the building designer. bracing of the overall. structure may be required. (See HIB-91 of TP(). BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 firuss Plate Institute. TPI. is looted at 583 D'Onofrto Drtve. Madison, Wisconsin. 53719)- Cole Desc: FLA Ion vRNiiFssA DttMEW.PL-3276e I TOTAL _ _ 33.0 Psf V'-09.05.02- 6805- I ! uergn: Main Anafysu JOB PATH: C:tTEE-L0K1J08SURLK HCS: 08.W.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: L ATY:1 DESIGN INFORMATION 'This design is for an Individual budding component and has beenbased on informatton provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect trdormation. specgkattons and/o designs furnishedto the truss designer by the client and the correctness o accuracy of this Information as it may relate to a spe- ct& project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of Trusses. This truss has beendesigned as an individual building component in accordance wfil ANSI/TPI 1-1995 and NDSA7 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneeri. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are inagreement with the local building codes. Ioea1 chmat', m n rd.3 for wind nr Srww l)ads. protect 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 continu- ously braced by sheathing. unless otherwise specified, Where bottomchords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing. of W-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 fabrtcatoes plans and to maltre a continuing responsibility for such vert-. rication. Any discrepancies ane to be put in writing before cutting or fabrication, Plates shall not be Installedover knotholes, knots or distorted grain. Members shall be cut for tight fitting woad to wood hearing. Con- nector plates shall be located on both faces of the truss with naps fully Imbedded and shallbe sync. about the joint unless otherwise shown.. A 5x4 plate Is 5' wide x 4- burg. 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 sirs are minbnum slur 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 an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular rare during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight andplumb pos- hion and for restating lateral forces shall be designed andinstalled by others. Careful hand- ling is essential and erection bracing Is always requhed. Normal precautionary action for trusses requires such temporary bracing daring installation between trssaa to avoid toppbng and daadnoing. The supervision of erection of trusses Shag be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shallnot 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 H completed. 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 E: Support 1 406# Support 2 346# MAX LIVE LOAD 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 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, 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 Impact 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)Oa ====____ 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 HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 172 -406 HOT PIN 12-10-12 422 0 -346 HOT H-ROLL 74-0 kIlk 5-8-0 1 2 A q 00 4X6 3X4 2X4 4-5-15 4-2-6 0-6-6 SX6 3X8 2xa 13-0-0 7 6 487# 8.00" 423# 2.50" 141 1-1-9 " I_ (R( 1-1-7 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Htaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAMESSA Dn.OVIEDOXI-32766 13-0-0 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required.. (See HIB-91 of TPI). ffruss Plate institute, M. is located at 583 WOnofrlo Drive. Madison. Wisconsin 53719). scale = 0.4674 Eng. Job: WO: ARLK Dwg: Truss ID: L Dsgar: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbc 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- 6806- & uergg mafnX ,analysts JOB PATH., C:ITF,E-L0K1/0BSI4RLK HCS: 08.20.02 JB: ARLINGTON 3&4 AC: 10# UPLIFT D.L. WO: AkLK WE: TI': LI ATY:1 DESIGN INFORMATION TOP CHORDS: 2xS sP #2 [1: Plate(s) OFFSET from joint center. The --_Joint Locations====__-===___ =_ �0- This design is for an indtvklual building BOT CHORDS: 2x8 SP #2 Joint Detail Report -1st be included 1) 0 0 4) 8-10- 8 7) 1- 4-14 torn and has been based onInforation provided by the client. The d-fifner dtscWm3 with any submittal, inspection, and/or 2) 1- 4-14 5) 8-10- 8 8) 0- 0- 0 any for damages as result of M LTIPLE LOADS This design is the fabrication documentation. 3) 7- 2-12 6) 7- 2-12 y or incorrect faulty or knmrrect information, speclficatbns a composite result of multiple loads. O°QO3 P All COMPRESSION Chords are assumed to be and/or designs furnished to the truss designer This 1-PLY truss designed to carry continuously braced unless noted otherwise. ------------ TOTAL DESIGN LOADS ------- bythe client and the correctness oraccuracy 13, 0" span framed to BC one face WndLod per ASCE 7-98, C&C, V. 125mph, Uniform PLF From PLFTo--- of this kdannation as it may relate to a spe- 01 0" span framed to TC opposite face H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 TC Vert L+D -23 0- 0- 0 -23 8-10- 8 comic proect and accepts no trsI tofabrka-ponsibility exetctandhMshipmntandIdtotabrtm- Bld Encl. L- 40.0 ft W= 8.9 ft Truss Type- BC Vert L+D -186 0- 0- 0 -186 8-10- 8 nandlung. shipment and hnsialiatlorn or PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 f, BCDL= 6.0 psf, psf ----MAX. REACTIONS PER HEARINGLOCATION ----- trusses. trusses. This truss has been designed as an Support 1 382# impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type hu"uat building component in accordance with Support 2 417# 0- 1-12 930 9 -382 BOT PIN ANSI/TPI 1- 1995 and NDS-97 to be incorporated as part of the budding design by a Building MAX LIVE LOAD DEFLECTION. L/999 ..TC... FORCE...CSI ..BC ... FORCE ... CSI 8- 8-12 930 0 -417 BOT H-ROLL Designer (registered o a professional enginxs). when reviewed for approval by the L--0.07" D--0.07" T--0.14" 1- 2 -761 0.04 8- 7 -9 0.39 2- 3 -734 0.06 7- 6 41 0.76 budding designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 0 0. 03 6- 5 0 0.70 must be checked to be sure that the data shown T. 0.04" are in agreement withthe localbuilding codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: focal. climatic records for wind or snow beds. T- 0.02" project specifications or special applied loads. Unless shown. truss has not been designed for IB - 1.00 storage or occupancy bads. The design assumes compression chords (top or botioml are mnunu- 1-4-14 7-5-10 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 3 4 not Cully braced laterally by a property applied rigid acting, they should be braced at a 4 maxtrmnm spacing of I V-0- O.C. Connector plates shall be manufactured from 20 gauge hot 6X12 dipped galvanized steel meeting ASTM A 653. 5X6 Grade 40unless otherwise shown. FABRICATION NOTES 5X 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 ven- Ikatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted gain. Members shall be cut for tight fitting wood to wood beaTing. Con- 3-0� vector plates shall be locatedon bath faces of 3-0-0 the truss withnags fully imbedded and shag be 2-6.6 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 specgled. Double cuts on web members shag meet at the csntrold of the webs unless otherwise shown:. Connector plate sizes are minfmum sizes based on the forces shown and may needto 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 Control to 3X6 5X81 I I on quality refer ANSI/7M I A M 3X6 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling installing R Bracing'. HI8-91. 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- dfon and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essenual and erection bracing is always requhed. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and. domdnoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at ary time. No loads other than the weight of the erectors shag be applied to trusses until after all listening and bracing b completed.. 930# 3.50" g-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems), n�nnnnn� 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.ONIEDOXI-32766 1-6-0 rT- 6 51 930# 3.50" scale = 0.7000 WAKNI114t: READ ALL NOTES ON THIS SKEET. Eng. Job: WO: ARLK--- A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Li CONTRACTOR. Dsgnr: TLY Chk: Date: 10-04-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is not erection bracing, wind bracft portal bracing or stmgar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 which Is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckimg length. Provisions must be BC Live 0.0 psf n,� O.C. Spacing: 24.0N 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-9I of Tp11. BC Dead 10.0 Psf Design Criteria: TPI muss Plate Institute. TPI. is located at 583 D-Gnofrto Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6807- 8: —.5- .r-y,r, Awn rAin: L:utt-LUALIUM 0-tl HCS: 08.20.02 JB: ARLINGTON K 3&4 AC. i 0# UPLIFT D.L. WO: ARLK WE: TI: L2 ATY:2 DESIGN INFORMATION This designis 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 destgrs furnished to the truss designer by the client and the correctness or accuracy of this Information as. It may relate to a spe- eHic project and accepts no responsibility or exetcbes no contni with re�rd W fabnica- tiorn. handlf ig. shipment and installation of trusses. This toss has been designed as an individual building component inaccordance with. ANSI/TP1 1-19% and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional. engineers. When reviewed for approval by the building designer. the design loadings shown. must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow bads. protect specifications or special applied loads. Unless sham, tress has not been designed for storage or occupancy bads. The design assumes compression chords (top or b otton) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rod ceding. they should be braced at a maxtinum spacing of 101-T o.c. Connector plates shall be manufactured from 20 gauge hot dippedgalvanizedsteel meeting AS'IM 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 connformance with the fabricator's plans and to realize a contlnumg responsWthty for such ven- ficatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight filling wood to wood hearing. Con- nector plates shag be located on both faces of the truss with nags fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' king. A 6xS 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 centrotd of the webs ontesa otherwise shown. Connector plate sties 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 mfer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmctng and erection recommendations are to be followed in accordance with "Handling installing & Bracing', HIB-91. Tosses 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 straightand plumb pos- Rion and for resisting lateral forces shallbe designed and installed by others. Careful hand- ling Is essentialand erectionbracing is always required. Normal precautionary action for tILSSCs requires such temporary bracing during installation between trusses to avoid toppling and domim& . The supervision of erection of trusses shall be louder the control of persons mpertenced in the Installation of trusses. Professional advice shahbe sought if needed. Concentration of construction loads greater than the design loads shag not be applied to insses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x8 SP #2 HOT CHORDS; 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNEMON PER SCHEDULE: Support 1 750# Support 2 750# MAX LIVE LOAD DEFLECTION: L/715 at JOINP # 3 L=-0.14" D=-0.14" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTIONS T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 19, 0" span framed to TC one face 81 0" span framed to TC opposite face WndLod per ASCB 7-98, MQFRS/C&C, V= 125moph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 0.0 ft W. 8.9 ft Truss in INT zone, TCaL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -"TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 280 0.59 6- 5 0 0.97 2- 3 0 0.31 5- 4 0 0.97 RMB = 1.00 i 12-PLYS REQUIRED 3-0-0 --=Joint Locations=======_===____ =1)==0- 0- 0 3) 8-10- 8 5) 6- 8-12 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1934 0 -750 HOT PIN 8- 8-12 1934 0 -750 HOT R-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide Vto drainage to prevent ponding. (0.25 . ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8 Ilk 1 2 3 5X6 3X6 3X6 5X6 1934# 8.00" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSU1'PI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-OW Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSE #0050068 WAKNINEii 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 no 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 tress members only to reduce buckling length. Provisions must be trade to anchor lateralbracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIE-91 of TPg. (Truss Plate institute, TPI. is locate.} at 583 D'Onofrla Drive. Madison. Wscotsm 5371%. I 1 1 4 1934# 3.50" scale = 0.7000 Eng. Job: WO: ARLK Dµ'g: Truss ID: L2 Dsgnr: TLY Cbk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33"0 psf 0 - Design: M&nX Analysis JOB PATH: CATEE-LOKVOBSURLK HCS: 0&20.02 JB: ARLINGTON K ,,&4 AC: 10# UPLIFT D.L. WO: ARK WE: 11: M QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = =_===-Joint Locations=====______=___ 'This design B for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0 0- 0 4) 10-10-15 7) 7- 4- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 provided bythe client The desigrterdisclaims any responsibility for damages as a result of SLIDE": 2x4 SP #2 continuous) braced unless noted otherwise. Y 3) 7- 4- 0 6) 14- 4- 0 faulty or incorrect information.specifications WndLod per ASCE 7-98, C&C, V= 125uph, ----MAX. REACTIONS PER BEARING LOCATION ----- and/ordesigns furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDLn•E: H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 1 477# Bld Type. Enel L. 58.0 ft W= 14.3 ft Truss 0- 4- 0 521 20-477 BOT PIN of this information as it may relate to a spe- Support 2 425# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 14- 2- 3 476 0 -425 BOT H-ROLL cdk project andaccepts no responsibility or exercises no control with regard to fabrica-Impact/ MAX LIVE LOAD DEFLECTION: leg and Resistant Cover' or Glazing azleg RBI lion, handling, shipment and installation of L/999 trusses. This truss has been designed asan L--0.02" D--0.02" T=-0.03" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -707 0.27 8- 7 599 0.27 ANS(/TPII- 19% and NDS-97 to be incorporated T- 0.02" 2- 3 -537 0.18 7- 0 570 0.22 as partof the building designby a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -534 0.20 0- 6 385 0.15 Designer (registered architect or professkmal engineer). When reviewed for approval by the �T= 0.01" 4- 5 -675 0.26 building designer. the design loadings shown RbID = 1.15 must be checked. to be sure that the data shown are in agmernent with the local building codes. local climatic record. for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designedfor storage or occupancy bads. The design assumes cornpri ssbn chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified. Wbere bottom chords in tension are 7-1-0 11 7-0-0 not fully braced laterally by a property applied Ilk1 2 q 5 rigid ceiling, they should be braced at a maximum spacing or HY-(r o.c. connector plates shall be manufactured from 20 gauge hot 6 Q dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown- 4X6 FABRICATION NOTES - Prior to fabrication, the fabricator shallreview this drawing to verify that this drawing is in. conformance with the fabricalot's plans and to realize a continuing responsibility for such verl- ficatlon.. Any discrepancies are to be put in writing before cutting or fabrication. 2X4 Plates shall not be installed over knotholes. 2X4 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 4-5-15 the truss with na&. 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' wife x 8" long. Slots !holes) run parallel to 0-6-6 the plate Length specified. Doubk cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes �— are minimum sties based on the fords shown _— __ and may need to be Increased for certain hand- - EEO— —_ 0-8-6 _— ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional SX6 3X8 3X4 3X4 6X8 bdomatbn on Quality Control refer to ANSI/TPI I-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular ca.m during handling and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- 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 domtnofng. The supervision of erection of trusses shall be under the control or persons experienced In the Installation of trusses. Profession( advice shall be sought H needed. Concentrationof construction bads greater than the design loads shall not be applied to trusses at any [brie. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 14-4-0 112 8 7 6 52211 8.00" 476N 3.62" 1-1-9 14-4-0 (R�+— 1-1-��e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1"5 scale = 0.4333 r WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY N TC Live 16.0 psf Durfac - Lbr. 1.25 S5 MAR, ) 32771 Bracingerection bracing, wind bracing, portal bracing or shdlar bracing a own of the d�Bd� design part building and which must be considered by the building designer. Bracing for TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 shown is lateral support of truss members only to reduce buckling length. Provisions must be psf 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 TP11. 0 10. BC DeadPSf Design Criteria: TPI LICENSE #0050068 frrras Plate institute T PL Is kxaled at 583 D'Onafrto Drive, Madison, Wisconsin 5371% Cade Dese: FLA 1005 VANN£SSA DR.OViEDO.F1..32766 TOTAL 33.0__ psf V:09.05.02- 6809- 81 uesign: Ararrtr AnWYiiS JUN I Al H: C.: t1 L&-U/KUOESL RLK HCS: 08.20A2 I I JB: ARL;NGTON K 3&4 AC: 10# UPLIFT D.L. " WO: ARLK WE: TI: N ATY:1 DESIGN INFORMATION This design s for an Individual building component and has been basal an Information pnxtidedby the client The designer dlsclahns any responsibility for damages as a result of faulty or Incorrect trdormatlon,. 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- cif c project and accepts no responsibility or exerelses m control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designedas an individualbuilding component in accordance witi 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 specifications or special applied loads. Unless shown, thus 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 rigidceding. they should be braced at a maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaivantred steel meeting AS71N A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrkator shalt review this dmwtg to verify that this drawing is in conformance with the fabricator's plans and to malls a continuing responsibility for such verf- ffcatiun. 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 fitting wood to wood bearing Con- nector pales shall be located on both faces of the fuss 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 s long Slots (holes) run parallel to the plate length specified. Double cuts on web members sluff meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based m 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 rece mmendatiors are to be followed in accordance with `Handling Installing @ Bracing. HIS-9 1. Trusses are to be handled with particular are during banding andbundlingdelivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phmnb pe s- itfon and for resisting lateral forces shall be designed and lstai by others. Careful hand- ling Is essential and erection. bracing Is always required. Normal precautionary action for trusses requites such temporary bracing during installation between tenses to avoid toppling and domdnoimg. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 8 needed. Concentration of construction roads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the `rectos shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS': 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 566# Support 2 564# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 4-5-15 0-6-6 1 I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -616 0.21 2- 3 -965 0.22 3- 4 -827 0.17 4- 5 -827 0.17 5- 6 -965 0.22 6- 7 -616 0.21 ..BC ... FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 == ===Joint Locations=======____= __ 17 OS=0 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 535 -26 -566 HOT PIN 12- 0- 0 535 0 -564 HOT H-ROLL 74-0 74-0 Ilk 1 1 2 3 5 6 7 4X6 3.00 3.00 -6 0000 0-6-6 J_ 4-2-6 54-0 2-0-0 2-0-0 54-0 16 IS 1 1110 9 8 536# 64.00" 536A1 64.00" 1.0 1-1-9 1413 14-5-0 1 1-1-9 GABLE STUd (fti* (20) 2X4 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0,3958 Imaronda Systems 4W5 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICFNSE #0050068 1005 VANNESSA DROVIEDO.PL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thts drawing is not erection bracing wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specHkd locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPq. frruss Plate Institute. TPI. is located at 583 D'Onof r; Drive. Madison, Wisconsin 53719). Eng. Job: WO: ARLK Dwg: Truss ID: N Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf Durfae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24,,0" BC Dead 10.0 psf Design Criteria: TP1 Code Desc: FLA ' TOTAL 33.0 psf V - 9C Uesrgrr.- storm nmtysu JUN PATH: C.'lTU-WK1J0BSL4NA HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT WO: ARLK WE: DESIGN INFORMATION Thb design Is for an Individual building component and has been be on information provided by the cheat- 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. rifle project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance wat ANSI/171 1-19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered arehftect or professional engineerl. When reviewed for approval by the building designerthe design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local dimattc records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes canpresston chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid c d ng. they should be braced at a maximum spacing of la-U° 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 fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication, Platesshall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fain 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 centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forty shown and may needto 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. 19% PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Wort- and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing to always required. Normal precautionary acornfor trusses requites such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shad be under the control of persorm experienced in the Wtallatlan of trusses. Professional advice stag be sought. D needed. Concentration of construction toads greater than the design loads shall not be applied to fusses al any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 568# Support 2 615# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 4-5-15 0-6-6 I Ti: N 1 ATY:2 MULTIPLE LOADS -- This design is the .-----Joint Locations=====__________ composite result of multiple loads. 1)0- 0- 0 3) 14- 8- 0 5) 7- 4- 0 All COMPRESSION Chords are assumed to be 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V- 125aph, X-Loc Vert Horiz Uplift Y-Loc H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 4- 0 535 48 -568 HOT PIN Bld Type. Encl L= 58.0 ft W= 14.7 ft Truss 14- 4- 0 535 0 -615 HOT H-ROLL in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -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 74-0 74-0 1 3 6 0000 4X6 -6.000 {� 3-8-0 -a 1-0 3-8-0 - +� 3.00 1 SOU 0-" i 1 4-2-6 o it 6-8-0 6-8-0 6 4 5364f 8.00" 536# 8.00" 1-1-9 14-8-0 1 1-1-9 COSMETIC PMWSD) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1"5 scale = 0.3958 r WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: =MaroiriidaSyStt1115 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: N i CONTRACTOR. BRACING WARNING: 1 Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 (407) 321-0064 Fax 321-3913 Bracing shown on this drawing Ls not erection bracing, wind bracing, portal bracing or slmdar bracing which is a par of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support truss TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C.Spacing: 24.0° p (407) of members only to reduce buckling length. Provisions must be psf g TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectlkd locations determined by the building designer. Additional bracing of the overall strmdure may be required. (See HIB-91 of TPD- BC Dead 10.0 psf Design Criteria: TPI g LICENSE #0050068 frruss Plate Institute, TPI, Is located at 583 D'Onotrio Drive. Madison, Wisconsin 5371% Code Desc: FLA 1005 VANNE55A MOViEDG.Ft-32766 TOTAL 33.0 _ psf V:09.05.02- 6811- 91 ,.,curs rummy,,, hues rnrn: t:utn-[vAUtlefJdAl([A HCS: 08,20.02 DESIGN INFORMATION This design is for an individual building componentand has been based on bformation provided by the client The designer diselaEns any responsibility for damages as a result of faulty cur incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as tt may relate to a spe- cgk project and accepts no responsibility or exercises no control withregard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance wilt ANSIrM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered archhea or professional engineed- 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 loci building codes, local climatic records for wind cur snow loads. project specifications or special applied bads. Unless shown. truss has net been designed for storage or occupancy loads. Thedesign assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords intensionare not fully braced laterally by a property applied rigid ceiling. they should be braced at a. maximumspacing of I a-tr O.c. Connector plates shall be manufactured from 20 gauge hot dipped gaMnUxd steel mating 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 purrs and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrttlng before cutting or fabrication - Plates shall not be installed over knotholes.. knots or distorted gratin. Members shall be cut for tight riding wood to wood. bearing. Con- nector plates shall be located on both faces of the toss withnails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate M 5' wide x 4- long. A 6x8 plate is 6" wide x 8' long. Sias (holes) run paralld to the plate length specified. Double cuts on web members shall meet at the centmtd of the webs unless otherwise shown. Connector plate sizes are minimum shes 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 InformaUon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES ALL bracing and erectionrecommendations are to be followed in accordance with -Handling installing & Bracing', HIB-91. Trusses arc to be handled with particular caduring banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forms stagbe designed and installed by others. Careful hand- hrng is essential and erection bracing is always required. Normal. precautionary action for trusses requires such temporary bracing dating Installation between trusses to avoid toppling and domhrotng. The supervision of erection of trusses stall be under the control of persons experienced In the imtaltatlon of trsees. Professional advice shalt be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to b trusses at any time. No ads other than the weighof the erectors shall be applied to tosses un W after allfastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# TOP CHARDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, &zt- 1.0 Bld Type- Encl L= 58.0 ft W. 25.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf 7ntpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D=-O MAX HORIZONT T- 0.07" MAX HORI T= 0.04" RMB - 1.15 a-6-6 T WO: ARLK 'WE: MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. assumedAll COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 367# Support 2 663# Support 3 755# TI: O ATY:1 _ ======___ Joint Locations= -====_ 1)= 0 0- 0 7) 19- 8-13 13) 6- 9- 7 2) 3-10-11 8) 25-11- 0 14) 5-11- 8 3) 5-10-3.1 9) 25-11- 0 15) 3-11- 8 4) 6-10- 5 10) 19- 9-12 16) 0- 0- 0 5) 9-11- 8 11) 15- 9-12 6) 15-11- 7 12) 9- 9-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 277 -66 -367 BOT PIN 6-11- 0 843 0 -663 BOT H-ROLL 25- 7- 0 693 0 -755 BOT H-ROLL AL ZONTAL 05" T=-0.09" ..TC... FORCE...CSI ..BC ... FORCE ... CSI TOTAL LOAD DEFLECTION: 1- 2 165 0.26 16-15 69 0.24 2- 3 198 0.15 15-14 68 0.24 LIVE LOAD DEFLECTION: 3- 4 243 0.25 14-13 66 0.31 4 5 491 0.30 13-12 78 0.31 5- 6 508 0.42 12-11 677 0.22 6- 7 745 0.46 11-10 767 0.24 7- 8 929 0.44 10- 9 769 0.30 Ilk9-11-8 15-11-8 1 2 3 4 6 7 8 -6.00 ) 4X6 .00 VAO LA'I J�Q 0-6-6 4 8-6-2 IF n paq PM9 9-9-12 L 6-0-0 10-1-4 16 15 14 13 1 10 277# 3.50" 844# 8.00" 693# 8.00" 1 zs 11-0 GABLE 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 scale = 0.2378 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 at similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateralsupport of tow members only to reduce buckling length. Provisions mustbe nude to anchor lateral bracing at ends and specified IocaUors determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).Rhos Plate Institute. TPI. is located at 583 D'Onofriu Drive. Madison. Wtsconsm 53719). Eng. Job: WO: ARLK Dwg: Truss ID: O Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V: _ 1- 91 Daigm Manx Attdfysis JOB PATH: C:1TEE-LOKUOBSURLK HCS08.M.02 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 at similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateralsupport of tow members only to reduce buckling length. Provisions mustbe nude to anchor lateral bracing at ends and specified IocaUors determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).Rhos Plate Institute. TPI. is located at 583 D'Onofriu Drive. Madison. Wtsconsm 53719). Eng. Job: WO: ARLK Dwg: Truss ID: O Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V: _ 1- 91 Daigm Manx Attdfysis JOB PATH: C:1TEE-LOKUOBSURLK HCS08.M.02 Daigm Manx Attdfysis JOB PATH: C:1TEE-LOKUOBSURLK HCS08.M.02 DESIGN INFORMATION This design is for an Individual building component and has beenbased on information provided by the client The designer disclaims any responstblitty 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- cdbe 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 - an individual building component in accordance wilt ANSI/7PI 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 spedl)catiorrs or special applied. loads. Unless shown, truss has not been designed for storage or occupancy bads. The destgn 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 appled rigid ceiling they should be braced at a mardinum spacing of 10'-U' o.c. Connector plates shall be manufactured from. 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. anless otherwise shown.. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verlfy that this drawing is 1. comtornance with the fabricator's plans and to realize a continuing msporotbthly for such vert- fication. Any discrepancy are to be put In writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted gain.. Members shall be cut for Ught fitting wood to wood hearing. Con- nector plates shall be locatedon both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long A 6x8 plate is 6" wide x 8" long. Slob (holes) run parallelto the plate length specified.. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minknum sizes hosed onthe form shown and may need to be Increased for certain hand- ling and/or erection stresses. This trusa is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional mformnatlon on Quality Control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed can accordance with -Handling Installing & Bracing. HIB-91. Trusses are to be handledwith particular care during banding. and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- dlon and for resisting lateral forces shall be designed and Installed by others. Cardin hand- hng is essential and erection bracing is always required. Normal precautionary action for trusses mqulms such temporary bmedng during Installation between trusses to avoid toppling anddo n itoing. The supervision of erection of trusses shalt be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction loads greater than the design loads shallnot be applied to trusses at any time. No loads other than the weight of the erectors shallbe 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 2x4 SP #2 WEDGES: 2x4 SP #2 WudLod 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= 58.0 ft W- 25.9 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE TOAD DEFLEMC N: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL TOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB - 1.15 0-6-6 i T 3-0-0 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be markets on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 290# Support 2 451# Support 3 508# TC...FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -140 0.28 12-11 81 0.22 2- 3 -390 0.30 11-10 31 0.21 3- 4 -405 0.31 10- 9 668 0.21 4- 5 -672 0.31 9- 8 762 0.24 5- 6 -916 0.26 8- 7 763 0.30 01 QTY:3 _= ===.joint Locations=======__=__=== 1) =O0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loci Type 0- 1-12 283 41 -290 BOT PIN 6-11- 0 841 0 -451 BoT H-ROLL 25- 7- 0 689 0 -508 BOT H-ROLL 9-11-8 k 15-11-8 Ilk 1 2 4 5 6.00 -6 4X6 VAO LAY ,�� r 9-0-12 -6.00_ n L 9-9-12 L 6-0-0 12 11 283# 3.50" 842# 8.00" 1-1-9 25-11-0 COS1(�IAT S (12) 2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 Lmaronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 fmm5 VAMMA DMOVIED0.17L32766 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing portal bracing or sbn8ar bracingwhich is a part of the building design and which most be considered by the bu6ding designer. Bracing shown is for lateral support of truss members only to reduce buckling Length. Pr-tsxrru mustbe made to anchor lateral bmetng at ends and specified locations detemnlnedby the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of Mi. frnuss Plate Institute. Tin. is located at 583 D'Onofrio Drive, Madison, Wisconsin 5371% 8-6-2 0-6-6 4 10-1-4 8 690# 8.00" 119 (R1-1-7j scale = 0.2378 Eng. Job: Dwg: Truss ID: 01 Dsgnr: TLY Chk: Date: 10-04-02 TC Uve 16.0 psf DurFac - Lbc 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 02- 6823-10 Design: Matrix Analysis JOB PATH: C:)TEE-LOKVOBSURLK HCS.- 08.20.02 .IB: ARLINGTON K 3&4 +C: 10# UPUFT D.L. WO: ARLK WE: TI: 02 ATYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 (): Plate(s) OFFSET from joint center. The =__ --Joint Locations==== =____ ______ Thisdestgn is for an individual building BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1)= 0$$Oa Q 5) 19- 9-12 9) is- 9-12 component and has been based on information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 provided bythe eue"cThe designer citsclan"s any for damages as rcsufl of 2x4 SP #2 4 fabrication documentation. 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 y or inrrhty faulty or fiuncocorrectlnfontratbon,spaciflrau WEDGES: 2x4 SP #2 MULTIPLE LOADS -- This design tin is the 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 and/ardesigns furnished to the truss designer All COMPRESSION Chords are assumed to be composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION----- by the chent and the cormctn or accuracy continuously braced unless noted otherwise. WndL.od per ASCE 7-98, C&C, V= 125mph, .. X-Loc Vert Horiz Uplift Y-Loc Type Of this mformattonasit may miatetoaspe- H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 6- 9-12 1194 -44 -1007 HOT PIN cific project nd� with � to responsibility PROVIDE UPLIFT CONNECTION PER SCEMEULE: Bld Type- Encl L- 58.0 ft W 25.9 ft Truss 25- 7- 0 612 0 -437 BOT H-ROLL tion, handling shipment and Installation of Support 1 1007# inINT zone, TCDL= 4 . 2. psf, BCDL= 6.0 psf trusses. This truss has been designed as an Support 2 437# impact Resistant Covering and/or Glazing Req trnifvtdual building component in accordance with MAX LIVE LOAD DEFLECTION: ANSI/TPf 1-1995 and NDS-97 to be Incorporated L/999 ..TC ... FORCE... CSI ..BC ... FORCE... CSI as part of the budding design by a Budding L=-0.04" D--0.04" T--0.09" 1- 2 440 0.42 12-11 -322 0.32 Designer (registered architect orprofessional engfncerl, when mvlewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -128 0.34 11-10 -366 0.33 building designer, the design loadings shown T= 0.04" 3- 4 -144 0.26 10- 9 508 0.20 must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -512 0.28 9- 8 632 0.21 are in agmement with the local building codes. T= 0.02" 5- 6 -768 0.22 8- 7 633 0.24 local climatic records for wind or snow loads. project specitkatknss or special applied loads. RMB - 1. 15 Unless shown, tress has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are eonunu- 9-11-5 1$-11-8 ously bread by sheathing unless otherwise specified. where bottom chords intension are 1 2 4 5 6 not fully braced Laterally by a properly applied rigid ceding, they should be bracedat a 6 O maximum spacing of la-O- o.c Connector plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES 3X4 Prior to fabrication.. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- 3X4 B®tlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted grain. Members shall be cut for tght (hung wood to wood bearing.. Con- sector plates shall be located on both faces of 8-9-11 6X8 8-6-2 the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown.. A 5x4 plate Is 5- wide x 4- king A 5x8 plate is 6" SX6 [2X41 wile x 8- long. Slots (holes) run parallel to 5X10 the plate length specified. Double cuts on web members shallmat at the centroid of the webs 3-0-0 0-6-6 unless otherwise shown.. e or plate sizes are minimum sizes based M on the f e forces shown and may need to be increased for certain hand- ting and/or erection stresses. This truss is not to be r unless thewitr wise retardant treated lumber unless otherwise shown. For additional 6X8 2X4 informationANS on gua19fty Control refer to SX6 ANS!/TPI I-1995 La �1 L 6•00 PRECAUTIONARY NOTES A8 bracing anderection mconnnendatbns are to be followed In aocordacrce with 'Handling InstaWng & BracbW, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- Hng is essential and erection bracing Is always requited.. Normal preoautUonary action for tnisses requites such tempotaty bm dreg during ti stallatlmt between trusses to avoid crippling and dommoing. The supervision of erection of trusses shad be under the control of persons expenienaed In the installation of trusses. Professional advice shall be sought If needed. Concentratbn of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wetghl of the erectors shall be appliedto trusses until alter all fastening and bracing is completed. n P99 9-9-12 11 6-" 11 10-14 12 11 1 g CANT: 6-8-0 1195# 3.50" 612# 8.00" 0- L 25-11-0 119 CO NIA S (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2385 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK haronda Systems ) A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING I D g: Truss ID: 02 CONTRACTOR. BRACING WARNING: gw: TLY Chat: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead BC Live 7.0 psf DurFae - Pit: 1.2,5 O.C. Spacing: Aa On 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 0.0 Psi TOMAS PONCE P.E. made to anchor lateral bracing at ends and spmtfied locations determinedby the budding designer. Additional bracing of the ov 111 structure may be required. (See HIB-91 of TPO. BC Dead 0 10.psf Design Criteria: TPI LICENSE #0050068 rf7uss Plate Irstttute. TPI. is located at 583 D'Onotrio Drive. Madtson. Wisconsin 537191, Code Desc: FLA lW5 VANNtSSA DP- MEDO.FL32766 i TOTAL 33.0 Psf , uesign: Matra Analyst JOE PATH: CA7U-L0KU0BS11RLK HCS 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P QTY-I DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge = __==__== ===Joint Locations======_=======_ T'hisdesign Is for an, lndwtdualbudding BOT CHORDS: 2x4 SP #2 ® of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 component and has been based cm information GABLE STUD- 2X4 SP #3 of the same dimension and grade as web 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 provided by the client The designer disclaims any for damages as a resod of WEDGES: 2x4 SP #2 nailed to face(s) of web with 10d nails 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 y or inslbWty fauhyorbtcorrectmfonnatton.speculcauons 2X4 TRANSVERSE BRACING nailed flat to e s " edge staggered 8 o.c. SCAB Or TRANSVERSE 4} 5- 8- 0 12) 19- 4- 0 20} 3- 8- 0 and/or designs furnished to the truss designer of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for 80% of web length. 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 bythe cdentand the correctness oraccuracy BRACING to extend for center 80% of length. 2X6 BRACE req'd on any web exceeding 14' 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 of this information as it may relate to spe- Analysis based on Simplified Analog Model. "*" denotes ONE edge or ONE face 7) 11- 8- 0 15) 13- 8- 0 cdfc project and accepts no responsibility or MULTIPLE LOADS - - This design is the a •t" denotes BOTH edges or HOTH faces 8) 13- 8- 0 16) 11- 8- 0 exercises no control with regard to fabnca- tan,handling, shipment and installation of congosite result of multiple loads. All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION ----- trusses. This truss has been designed as an continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type indiv1dualbudding component in accordance with ..TC... FORCE ... CSI ..BC ... FORCE...CSI WndLod per ASCE 7-98, C&Cr V- 125mph, 0- 4- 0 0 0 0 BOT PIN ANSI/TPI I-IM and NDS-97 to be incorporated H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 19- 0- 0 0 0 -2 BOT H-ROLL as part of the budding design by a Budding Bld Type= EnCl L= 19.3 ft W= 19. 3 ft Truss Designer (registered architect or professional engineer). when reviewed for approval by the in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf budding designer. the design loadings shown Impact Resistant Covering and/or Glazing Req 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, protect specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compressan chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are - rot fully braced laterally by a properly applied rtgkl ceiling, they should be braced at a 9-8-0 9-8-0 maxtratun spacing of l0'-O" o.c. Connector 1 2 3 4 $ 7 8 9 10 11 plates shall be manufactured from 20 gauge tot dipped galvantud steel meeting ASTM A 653, Grade 40, unless otherwise shown. 6.00 FABRICATION NOTES 4X6 Prior to fabrication. the fabricator shag review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to 2X4 2X4 realize a continuing responstb ity for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be installed over knotholes. 2X4 2X4 knots m distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on bah faces of the taus with nads fully imbedded and shad be 5-7-1.5 2X4 2X4 5-4-6 sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long. A 6x8 plate is 6" wide x 8" long. Slots tholes) run parallel to 2X4 2X4 the plate kngth specified. Double cuts on web 0-6-6 members shad meet at the centroid of the webs 0-6-6 unless otherwise shown. Corrector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling andlor erection stresses. This truss is not to be fabricated wKh fire retardant treated 5X6 2X4 2X4 2X4 2X4 6X8 2X4 ZX4 ZX4 2X4 SX6 lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7Yl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling 19-4-0 Instadhtg & Bracing% HIB-91. Trusses are to 22 21 20 19 18 17 16 15 14 13 12 be bandied with particular care during banding and bundling, delivery and installation to avoid 0# 8ent 0# 8.001' for r holding trusses in as porary andbracing.00r and plumb pos- din and for resisting lateral forces shad be 1. _1-9 _I to I 19�� 9 designed and Installed by others. Careful hand- (R1-1-7) (E-1-7) ling is essential and erection bracing is ata ays EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 2-0-0 o.c. scale = 0.3103 required.. Normal precautionary action for Uumes ion bet Stich usseoto btatxnppling g installation between trusses fo toppling WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK avoid and dorninning. ,lie supervision erection of trusses shad be under the control of persons Md1'Otltld S�/Ste111S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dog: Truss ID: P dv i= had bee Dsgnr: TLY Ct�1i: Date: 10-04-02 P`�`°Ionedal sag t If neetrusses.ded. CONTRACTOR. Concentration of construction loads greater than the design. loads shad not be applied. to BRACING WARNING: 4005 MARONDA WAY TC lave 16.0 µsf DurFae - Lbr: 1.25 trusses at any time. No loads other than the be to SANFORD,. FL. 32771 Bracing shown onthis drawing Is not erection tracing, wind bracng. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the ere "" shall applied trusses until after ad Paste and bracln 'ni*nH g 321-0064 Fax which is a part of the building design and which must. be considered by the budding designer. Bracing shown is for lateral support of truss on to only kdng buckling lee Provisions be BC Live 0.0 �f n O.C. Spacing: 24 pq• is completed. (407) (407) 321-3913 TOMAS PONCE P.E. Pt� members reduce gar. must made to anchor lateralbracing at ends and specified locations determined by the budding designer. Additional bracing BC Dead 10.0 psf 1f Design Criteria: TPI of the overall structure may be required. (See HIB-91 of TPd_ Code DeSc: FLA LICENSE #0050068 rrruss Plate Institute. TPi, is located at 583 D'Onofrio Drive. Madison. Wiscons}n 53719). ZOOS VANNESSA DROVIEDOX1..32766 I TOTAL 33.0 psf V:09.05.02-6824-101 Design: Mdrnx Analysis JOB PATH: C:ITEE-LOKUOBSURf K HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT Lt.L. WO: ARLK WE: TI: P1 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =====J=== oint Locations==_______ _ == =1) This design Isfor an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 component and has been based on infomation provided by the client. The designer disclaim WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 any,eponsibilityfordamagesasanesultotcontinuously WEDGES:. 2x4 SP #2 braced unless noted otherwise. 31 9- 8- 0 6) 19- 4- 0 faulty or incorrect Information.specifications WndLod per ASCE 7-98, C&C, V. 125IIph, ----MAX. REACTIONS PER BEARING LOCATION----- and/ordesigns furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 X-Loe Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 1 679# Bld Type. Enel L. 58.0 ft Na: 19.3 ft Truss 0- 4- 0 689 74 -679 HOT PIN of this irfomoatkm as it may relate to a spe- Sport 2 720# in END zone, TCDL- 4.2 f, BCDL= 6. 0 psf, psf 19- 0- 0 689 0 -720 BOT H-ROLL ee project and accepts nercrdtofbrfcerr exercises no control with regard. to fabria- LIVE LOAD DEFLECTION: Fact Resistant Covering and/or Glazing Req tbn., handling, shipment and designation of LMAX/9 L/999 trustrusses. This miss has been designed as an L=-0.03 ^ D=-0.03^ T=-0.07" .. TC . , , FORCE ... CSI .. BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 - 925 0.41 8- 7 784 0.38 ANSI/TPi 1-1995 and NDS-97 to be incorporated. T- 0. 04" 2- 3 -725 0.29 7- 6 784 0.38 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -725 0.30 Designer (registered architect or prufes kf l engineer). When reviewed for approval by the T- 0.02 • 4- 5 959 0.46 building desfgrer. the design loadings shown RMB 1.15 must be checked to be sure that the data shover ate in agreement with the local building codes. tam) climatic records for wind or snow bads. project specifimtiors 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 tenskm are not fury braced laterally by a properly applied . r(gid ceiling they should be braced at. a 9- 8-0 9-8-0 maxknum spacing of la-0' o.c. Connector plates shall be manufactured from 20 gauge hot 1 2 1 4 dipped galvanized steel meet mg ASIM A 653. 5 Grade 40. unless otherwise shown. ' 6.00 -6 0000 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance plans and the fabricator's pland to realize a continuing responsibility for such veri- fkation.. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag no be Installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shag be located m both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise sham. A 5x4 plate Is 5' wide x 4' long. A 8x8 plate is 6" wide x 8' long. Sots (holes) run parallel to the plate kngth specified. Double cuts onweb members shah meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may needto be increased for certain hand- ling and/or erection stresses. This tress 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 anderection recommendations are to be followed inaccordance with 'Handling Installing & Bracing'. HIS-9 1. Trusses are to be handled with particular rare during banding and btmdnn& delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phrmb pos. ttlon and for restatinglateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for in- requires suchtemporary bracing. during Installation between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other thanthe weight of the erectors shall be appliedto trusses until after all fastening and bracing is completed. 5-7-15 0-6-6 1 4X6 1 I 19-4-0 8 7 6 690# 8.00" 690Ai 8.00" 11-1-9-9�f ` (RI-1-7y I le 194-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VMINFSSA Dit.OVWDO.fL.32766 0-6-6 1 T 1 1 (R1-1-7} scale = 0.3103 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: . ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P1 CONTRACTOR. Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing, portal bracing or sinniar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a partof the buikding destgn and which must be considered by the building designer. ii a fng sham Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 par O.C. Spacing: 24.0" 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 TP11. BC Dead 10.0 psf Design Criteria: TPI (buss Plate Institute. Isute. TPlocated at 583 D'Onof a Drove. Madison. Wisconsin 53719). �,.ag Code Desc: FLA TOTAL 33.0 psf 25-10 "OggM MOM Anaysts JOtr PATH: CATEE-L0KV0BSL4&X HCS: 08,20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: A ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==_ = __ _________ =Joint Locations =1) This design is for an individual building HOT CHORDS: 2x4 SP #2 composite result of multiple loads. O-Oa 0 4) 13- 0- 0 7) 0- 0- 0 component and has been based onbdomation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 5- 1 5) 13- 0- 0 provided by the client. The designer disclaims W1M)GES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 8- 8- 0 6) 8- 8- 0 any responsibility for damages as a result a faulty or Incorrect Information. specifications End vertical(s) not deal exposure for ----MAR. REACTIONS PER BEARING LOCATION----- and/or designs furnished to the truss designer WndLod Per ASCE 7-98, C&C, V. 125mph, to lateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuwey Her 15.0 ft, I= 1.00, Exp.Cat. B, Xzta 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 487 188 -379 HOT PIN of this information as it may relate to a spe- Bld Type. Enel L- 58.0 ft Wra 13.0 ft Truss Support 1 379# 12-10-12 422 0 -352 BOT H-ROLL dfic protect and accepts no responslbWty or in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support. 2 352# exadse no control withregard fabrlca- Impact Resistant Covering and/or Glazing Re[; trussshipment and instt allation. of tss truss has been designed as an trusses. es. This MAX LIVE LOAD DEFLECTION: ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with L/999 1- 2 -549 0.20 7- 6 459 0.24 ANSIYIPI I-19%and NDS-97 to be incorporated L--0.01" D=-0.01" T--0.02" 2- 3 -356 0.19 6- 5 0 0.20 as pan of the budding design b9 a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -278 0.16 Designer (registered architect or professional. T= 0. 01" uilding). When reviewed for approval by the building designer, the design loadings shown. MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown. T- 0.01" arc in agreement with the local building codes. local climatic records for wind or snow loads, RMB = 1.15 pryedspecifications or special applied leads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu- S-S-0 4-4-0 ousty braced by sheathing unless otherwise Ilk specified. Where bottom chords in tension are 1 2 4 not fully braced laterally by a property applied ngtd ceding, they should be braced at a 6 maximmo spacing of for-(r o.c. Connector plate shall be manufactured from 20 gauge hot 4X6 3X4 dipped galvanized steel meeting ASiM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES LZ 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 vert- fkatlon. Any discrepancies arc to be put In 2X4 writing before cutting or fabrication. Plates shall not be installedover knotholes. knots or distorted. gain. Members shall be cut 4-10-6 for tight fitting wood to wood bearing. Con- 5-1-15 nectar plate shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is Y wide x 4' king. A 6x8 plate is 6" wide x 6" long. Slots (holes) run parallel to the plate length. specified. Double cuts on web �-6-6 members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sizes are minimum slue based on the forces shown and may need to be increasedfor certain hand- -- berg and/or erection stresses. This tress Is not to be fabricated with fire retardant treated 5X6 lumber unless otherwise shown. For additional 3X8 2X4 Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling installing. &. Bracing". HUB-9I- Trusses ate 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- Rion and for resisting literal forces shall be designed and installed by other. Careful hand- ling is essential and erection bracing Is always required. Normalprecautionary action for Misses lequhes such temporary bracing dtring Instaiiatbn between trusses to avoid top Pkng and domhnoing. The supervision of erection of trusses stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction loads greater than the deign loads shall not be applied to trusses atany time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. M 13-0-0 '17 6 5 487# 8.00" 423# 2.50" 1-1-9 13-0-0 i (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4070 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK CMaronda S-/Steltl5 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Truss ID: Q CONTRACTOR. BRACING WARNING: gur: TLY I Chk: Date: 10-04-02 TC live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or slmdar bracing TC Dead 7.0 psf Du/r�Fae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the buckling design and which must be considered by the budding designer. BracingO,C, shown B for lateral support truss to buckling length. BC Live 0.0 Ps f Spacing: 24tOn pa 9 (407) 321-0004 Fax (407) 321-3913 of members only reduce Provisions must be made to anchor lateral bracing at ends and specfied locations determined by the building designer. BC Dead 10.0 i, Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overll structure may be required. (See H111-91 WWI). Ps Code DesC: FLA LICENSE #0050068 LOOS VANNESSA DR.OVIEDOXI-327% (Truss Plate Institute. IVI. b located at 563 D'Onofrin Drtve. Madison. Wisconsin 53719). TOTAL 33.0 psf V.09.05.02- 6826-10 Deign: Marts Anafysfs JOB PATH: CATEE4_0KV08S nK HC1 08.20.02 JB: ARLINGTON K 3&4 AC: I OW JPLIFT D.L. WO: ARLK WE: 71: R QTY 2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to =___ __===,a ==Joint Locations=====__ This design is for an, UANaualbuilding BOT CHORDS: 2x4 SP #2 L�J either edge of web(s) shown, Bracing MUST be 1) 0- 0- 0 __-_=== 3) 12- 6-10 5) 6- 3- 5 has been basedn provided the client. The des roe Information WEBS: 2x4 SP #3 positioned to provide equal uunbraeed 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 any responstbtkty for damages as a result of 2x4 SP #2 2 SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailedflat to edge faulty or incorrectinformation.speclflatiors of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ and/or desfurnished fgns fuished to the truss designer BEAR" BLK: 2x8 SP #2 Brace mast extend at least 90% of web length Uniform PLF From PLF To by the client and the correctness oraccuracy Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 14'-0". TC Vert L+D -46 -1-10- 9 -46 13- 2-10 of this information as it may relate to a spe- cffkprgeaand accepts noresponsibtucyor All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 arercbes no control with regard. to fabrics- continuously braced unless noted otherwise. composite result of multiple loads. � P Concentrated LBS Location tbn.handling, shipment and installation of trusses, This truss has been designed as an WndLod Per ASCE 7-98, C&C, V= 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D TC Vert L+D -31 1- 4- 4 individual building component In accordancewtth H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT OONNEICTION PER SCHEDULE: TC Vert L+D -48 3- 9- 1 -70 6- 1-15 ANSI/TPI 1-1995 and NDS-97 to be incorporated Bld Type= Encl L= 58.0 ft W= 12.6 f t Truss Support 1 609# S PPo TC Vert L+D -98 8- 6-12 w par of the building design by a Building Designer (n�teredarchtectorprofessional in SND zone, TCDL= 4.2 f, BCDL= 6.0 P9 psf Support 2 591# TC Vert L+D -127 10-11-10 engineer). When reviewed for approval by the Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -6 1- 4- 4 budding destgner. the design loadings shown be to be that data MAX LIVE LOAD DEFLECTION: L/577 Support 1 263# BC Vert L+D -19 3- 9- 1 must checked sure the shown at JOINT # 5 BC Vert L+D -44 6- 1-15 are In agreement with the lom(building codes. local chmaticrecords for wind orsnowloads. L--0.25" D- 0.00" T--0.25" ..TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -60 S- 6-12 project specifications or special applied bads. MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 Unless shown. truss has not been designed for storage or occupancy loads The design assumes. T= 0.06" MAX HORIZONTAL LIVELOAD DEFLECTI 31# 2- 3 06 0.92 5- 167 0.47 ----MAX. PER BEARING LOCATION----- tell# 70# Loc Ver z Uplift Y-Loc Type 10 compression chords (top or bottani are tprntinu- T= 0.06" " 5 - 0-10 71 - 591 TOP H-ROLL ously braced by sheathing unless otherwise specified.. Where bottom chords in tension are RMB = 1.00 13-1-14 0- 4-13 678 263 -609 BQT PIN not fully braced laterally by a property applied 1 rigid telling, they shouldbe braced at a 2 3 maximum spacing of la-0" o.c. Connector at shag pledbe m manufactured from 20 gauge hot � 33 galvanized 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 purrs and to realize a continuing responsibility for such veri- ftcatlon. Arty discrepancies ate to be put in writing before cutting or fabrication - Plates shall not be installedover knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Cm- 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 centrold of the webs unless otherwise shown. Connector plate sizes are minimum Mms based on the forces shower and may need to be Increased for certain hand. Ong and/or erection stresses. This truss is not to be fabrlated 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 arc to be followed in accordance with "Handling Installing &. Bracing% H16-91. Trusses are to be handled with particular care during bandtng and bundling. deifwry and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttion andfor resisting lateral forces shaftbe designed and installed by others. Careful hand- ling Is essentialand erection bracing is always required, Normal. precautionary action for misses requbes such temporary bracing during Installation between trusses to avoidtoppling and dominoing The supervision of erectionof trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shag 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 shag be applied to trusses unto after all fastening and bracing is completed. 4-5-10 0-6-1 f 0-1-0 i T 1-7-7 1 2-6-10 1.68�a?� 1-0 l I1-6-10 6 5 678# 9.56" 4 71911 2.50'r 1-10-9 1 -10 (RI-10-7) 00-8-0— 6# 19# 44# EXCEPT AS SHOWN PLATES ARE 0 GA TESTED PER ANSI/ I PI 1-1995 60H 76+Y scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Mdrondd SystemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R CONTRACTOR. BRACING WARNING: Dsgnr-. TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.o psf DurFae - Lbr. 1.25 SAN FORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing. wind bracing. portalbracing or sinigar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Isfor laferai truss TC Dead BC Live 7.0 psf 0.0 DurFac - Pit: 1.25 O.C. Spacing: 24,0" (407) (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provision must be Addittionnale to �br cinLateral of theeoovergu structure mayends and ybbefied required. locationsS determined fI of TTPi a budding design" BC Dead psf 10.0 psf Design Criteria: TPI LICENSE #0050068 rituss Plate institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DROVIEDO.M32766 I TOTAL 33.0 psf _ V:99.05.02- 6828-10 s.� •� w n, Jura rain: 4,:11rZ_WAVUtFa1,tf1.A HCS• WX02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: RI ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to __===Joint Locations========_______ This design is for an Individual buUdhM component and has been based on Wotnuatkm HOT CHORDS- 2x4 SP #2 WEBS: 2x4 ® either edge of web(s) shown. Bracing MUST be 1}= d-=0- 0 3) 12- 6-10 5) 6- 3- 5 provided by the chant. The designs disclaims SP #3 2x4 SP #2 2 positioned to provide. equal unbraCed 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 any responsibility for damages as a result of faulty orIncorrect lnimmation.specln SLIDERS: S: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails Sp aced 8" o.0 ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer BEAR. ELK: 2x8 SP #2 Brace muAt extend at least 90% of web length Uniform PLF From PLF To by the client and the correctness or accuracy Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 of this information sett may relate to a spe- euicprgeaar'daccepts "°`�p°rlssbftics- All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- Thie -design is the TC Vert L+D -9 -1- 2-15 -9 13- 2-15 exercises no control rNth regard to fabrics- continuously braced unless noted otherwise. site result o€ multiple loads. C� P BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Iron. handling. shipment and installation of busses. This truss has been designed as an WndLod per ASCE 7-98, C&C, V- 125imph, Shim or wedge if necessary to achieve full bearing- Concentrated LBS Location individual budding component in accordance with H= 15.0 ftr I- 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCEBDi)LE: TC Vert L+D TC Vert L+D -35 2- 0- 5 -87 5- 7-10 ANSIrM 1-19%and NDS-97 to be incorporated as part of the bulkUng design by a Budding Bld Type= EnCl L= 58.0 ft W= 12.6 ft Truss support 1 609# TC Vert L+D -127 9- 2 -14 Designer (registered architect as professional in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Support 2 591# �PPo TC Vert L+D - 202 12- 0- 1 engineer). When reviewed for approval by the Impact Resistant Covering and/or Glazier Reg PROVIDE HORIZONTAL CONNSCfION PER SCInMX7LE : BC Vert L+D -21 2- 0- 5 budding designer. the design loadings shown MAX LIVE LOAD DEFLECTION: Support 1 262# BC Vert L+D -53 5- 7-10 must be checked to be sure that the data shown L/608 at JOINT # 5 BC Vert L+D -64 9- 2-14 local building are lnagreement records windorsnowlcodes, L=-0.24" Da 0.08" T=-0'.16" ..TC...FORCE ...CSI ..BC...FORCE ...CSI BC Vert L+D -40 12- 0- 1 projelocal ct speccrationsorspecdorsnowbads, or special applied bads. MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- Unlessspec9icattans unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression. (top bottom) MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 07" 2- 3 1694 1.00 4 -203 0.30 35# t 87# X-r'OC Vert ' lit {�1Q 546 Horiz Uplift Y-Loc Type 0� TOP H-ROLL chords or are contlnu- braced by OL Z3 366 262 BOT PIN ously sheathing unless otherwise specified. Where bottom chords in tension are RMB - 1.00 13-1-14 11 snot fully braced leteralfy by a property applied 2 rod ceiling. they should be braced at a 3 maxtmum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot 3.33 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shaU review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fkatlon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with mils fully Imbedded and shag be sym. about the Joint unless otherwise shown. A Sx4 plate is 5" wide x 4" king. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length speelf ed. Double cuts on web members shall meet at the centrokf of the webs unless otherwise shown. Connector plate sizes are minimumsins based onthe farces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricatedwith fire retardant treated lumber unless otherwise shown. For additional Information on. Quality Control rder to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recomin endations are to be followed Inaccordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and r^stalialk- to avoid damage. Temporary and permanent bracing for holding tenses in a straightand b phun poa- IDon and for resitting lateral forces shall be designed and Installed by others. Careful hand- ling Isessential and erection bracing is always required. Normal precautionary action for trusses req *- such temporary bracing during Installation betweentrusses to avoid topphn6 and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. 1'rdesslonat advice -hallbe sougtnt 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 appliedto trusses until after all fastening and bracing to completed- 4-5-10 0-6-1 4 0-616-6 1 T 1-7--12 1 2-6-5 1.68 j a9-9 0-74 1 11-9-1 6 5 367# 9.56" 4 547# 2.50" 1-10-9 12-6-10 L 0-8-0 (RI-LO-7) 21# 64# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPIPI 1-1 55 scale = 0.4437 Maronda Systems ' WAKNINVS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SAN FORD, FL. 3277I Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sanilar bracing which is a part of the budding design andwhich most be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of cures 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 bundling designer. Additional bracing of the overall structure may be required. (See HID-91. of TPI). LICENSE #0050068 (truss Plate Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). 1005 VANNFSSA DIL0VIE00.FL32766 Eng. Job: WO:AIWU Dwg: Truss ID: R1 Dsgor: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbc 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24 Orr BC Dead 10.0 Psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf •09.05.02- 6630-10 .c.o ...,... c,:'_c AVVC MAMA HCS: 06.2&02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: S QTY:2 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or design fumished to the truss designer by the client and the correctness or accuracy of this infomtatfon as it may miste to a spe- cnk 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 Individual building component in accordance with ANSI/TP! 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 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 continu- ously braced by sheathing unless otherwise spectf e,& Where bottom chords In tension an not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 19-0" o.c. Connector plates shall be manufactured from 20 gauge trot dipped galvanbed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ftcatlon. Any discrepancles arc to be put in writing before cutting or fabrlcatlom Plates shall not be Wtailed over knothoks, knots or distorted gain. Members shall be cut for tight flitting wood to wood bearing Con- nector plates shall be located otr 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 specllkd_ Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate slue are mdmmum stzes 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 tasted 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 A Bracing'. HIB-91. Trusses are to be handled with pattkutar care during banding and bundling, delivery and installation to avoid damage. Tempotary and permanent bracing for holding trusses in a straight and plumb pos- Kion 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 tnlsses fequilm such kmp—q bracing duilffg installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of constructionloads greater thanthe design loads stall not be applied to trusses at any time. No bads other thanthe weight of the erector shall be applied to trusses until after all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 HOT CHORDSs 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCEaKDIILE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D- 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 3-10-3 0-6-6 W Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 = ===.joint Locations==___ 1) ==0==0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 HOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Kztee 1.0 Bld Type- Encl L= 58.0 ft W= 6.0 ft Truss in INT zone, TCDLa 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8__ , �1 2 6 0000 2-2-8 1-4-2 1 3.00 I 0-8� L 5-4-8 I. 1 4 3 248# 8.00" 127# 2.50" I 16-0-8 76M 2�.50n r (RI-1-1-1-7) C/L/L: -11-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N005W68 1005 VANNESSA. D20VIEDO.M32766 WARNING! READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing sbown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf which is apart of the building design and whichmust be consideredby the building designer. Bracing is for lateral truss to buckling length. Provisions BC Live 0.0 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 psf 10.0 psf Additional of the overall structure may be required. (see HIB-91 of T Pd. fhuss Plate Institute. TPl. is located at 583 D'Onafrio Drtve, Madison. Wisconsin 53719). TOTAL 33.0 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5459 Truss ID: S Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24 0" Design Criteria: TPI Code Desc: FLA Design: Marrfz Analysis JOB PAIN: CATEE-LOKVOBSURLK HCS• 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has beenbased on information. provided by the client. The designer arae-rilms any responsibility for damages as a insult of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this In fommtion as I may relate to a spe- c91c project and accepts no responsibility or exercises no control with regardto fabrica- tion,handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPl I-I995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown. are in agreement with the local budding codes. local climatic records for windor snow loads. project specifications or special applied. loads. Unless shown. truss has not been designed for storage or occupancy toads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 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 fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain.. Members shall be cut for tight tittkng wood to wood. bearing. Con- nector plates shad be located an 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 dtolesl run parallel to the plate length specified. Double cuts on web members shut( meet atthe cenuuld of the wens unless otherwise shown. Connector plate sizes are minimum sties based onthe form shown andmay need to be increasedfor certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated (umber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -handling Installing R Bracing', RIB-91. Tosses arc 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- Mon and for resisting lateral tones shad be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses -pit- such temporary N-ing during butallatloa 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 stud be sought if needed. Concentration of construction loads greater thanthe design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses umttl after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT u.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss gust be marked to prevent UPSIDE DOWN erection. 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. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V- 125aph, H- 15.0 ft, I- 1.00, Exp.Cat. B, &zt= 1.0 Bld Type. Encl L. 40.0 ft W. 6.7 ft Truss in IN'T 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: S1 ATY:2 === _ ==Joint Locations=====__====___= 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 PROVIDE UPLIFT CONiIECTION PER SCHEBULE: Support 1 216# Support 2 216# 6-8-0 1 2 2X4 2X4 220# 8.00" GABLE STUD PLATES (12) 2X4 6-8-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1"5 Maronda Systems 4W5 MARONDA WAY SANFORD, FL. 3277I (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DILOVIE00.1`1_32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing Is not erection bracing, wind bracing, portal bracing or slinflar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions mustbe made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requited.. (See HIB-9I of TP1t (truss Plate Institute, TPI, islocated at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 2X4 3-0-0 2X4 220N 8.00" Studs a 24)-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.7000 Truss ID: S1 Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA UeSr82 M.ZfU A/Wry111 JUN PA/H., C:(IF-E4WKV08SI4RLK HCS: 09.20.02 I .. i ( JB: ARLINGTON K 3&4 AC: 10* uPLIFT D.L. WO: ARLK WE: TI: T QTY:2 r DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client The designer disclaims any respomsibBNy for damages as a result of faulty or Incorrect trJormation. specilkatlons and/or designs furnished to the truss designer by the citent and the correctness or accuracy of this information as It may relate to a spe. cific project andaccepts no responsibility or exercises no control with regardto fabrics- ttoa- handling, shipment and Installation of trusses. This truss has beendesigned as an individual building component in accordance wilt ANSf/TPI I-b995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional eng rtee4 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 withthe local building codes. local climatic records for wind or snow loads. project specifications or special. applied loads. Unless shown, (Hiss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are contlnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of la-G"o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel. meeting ASTM A 653. Grade 40. aniess otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabnmtor's plans and to realize a continuing responsibility for such veri- fication.. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shag not. be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss withnags 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.. Doubt. cuts an web members shag meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are mtnimunn sizes based on the form shown and may need to be increased for certain hand- ing and/or erection stresses. Thts truss is not to be fabricatedwith fire retardant treated hunter unless otherwise shown. For additional information on Quality Control refer to ANSI/TPl I-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations ate to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses ate to be Candled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent 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 tracing 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 tnrsses shag be under the control of persons experienced in the installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design (cods shall not be applied 1. 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 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 3-2-3 T 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 __ ====Joint Locations=====__________ 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARIDAG LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 HOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rztm 1.0 Bld Type= Encl L. 58.0 ft W= 4.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg L __ 4-8-8 11 2 6.00 3.00 I 0-8-0 I 4-"4 3 205# 8.00" 98# 2.50" 1-1-9 4-8-8 60# 2 50" C/L, 7-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIYIPI 1-15 99 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR,OVIEDO.F432766 Attach with (4) 10d Toe -Nails Attach with (1) lOd Toe -Nails scale = 0.6603 WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: T CONTRACTOR. Dsgar: TLY Chk: Date: 10-04-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing sbown on this drawing Is not erection bracing. wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a part of the building design andwhich must be considered by the building designer. Bracing shown is for lateral supportn of truss members o rdY to reduce bucking length. Provisions must lx BC Live O.O psi pacin 'A�o O.C. S Spacing: �'�t made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. BC Dead 10.0 psf Design Criteria: TPI (Truss Plate Institute. M. is located at SWDYJnofdo Dave. AtadLwn. Wisconsin 53719). �,1�� Code Desc:. FLA TOTAL 33.0 psf 05.02- 61333-10 uesl8n: armnz Analysts JULF PAIH.: C:TEE-L0KU08SVRL.K HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnishedto the taus desgv— by the client and the correctness or accuracy of this infornnation as It may relate to a spe- tlOc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling.shipment and Installationof trusses. Thls tons has been designedas an indivldwl building component in accordance with ANSI/TPi 1-1995 and NOS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engmeerj. When reviewed for approvalby the building designer. the design loadings shown most 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 spertficatlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tensionare not fully braced laterally by a property applied rigid ceding. they should be braced at a maxMum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless athenvt- shown. FABRICATION NOTES Prior to fabrication. the fabricator shaft review this drawing to verify that this drawing is in conformance with the fabricator's plans and to nafize a continuing. responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shah be cut for tightfitting woodto wood bearing. Con- nector plates shall be located on both faces of the thus with nails fully imbedded andshall be sym. about the joint unless otherwise shown. A 5x4 plate is S- 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 su<s 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 lumber unless with shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing 3 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to awkl 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 intsses mgtdrtx such temporary bracing during Installation between trusses to avoid toppling and domincing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design[ loads shagnotbe applied to trusses at any thee. No loads other (ban the weight of the erectors shall be applied to trusses until after all fastening and bating is completed. JB: ARLINGTON K aak4 AC: 10# UPLIFT TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 WO: ARLK - WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 TI: u QTY:2 == --___ ===Joint Locations======_____= 1) 0- Oc ___ 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3-12 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3-12 43 0 -41 BOT H-ROLL 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= 3.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 Ilk 1 2 6 0000 3.00 I 0-" 2-8-8 I 4 3 1611E 8.00" 70# 1.50" 1-1-9 � 3-4-8 — 44# .50" Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails 1 (R1-1-7) C/L: 3-12 EXCEPT' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.8355 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Ma onda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U CONTRACTOR. BRACING WARNING: DsBnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the buliding design and which most be considered by the building designer. Bracing is for lateral TC Dead 7.0 psf BC Live 0.0 DurFac - Pit: 1.25 n O.C. Spacing: 24:0 (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions mostbe psf TOMAS PONCE P.E. dditiona bracing of fire overalll structing at ends ure be`re ��� determined by the building designer. Y required. (Sec HIB-9I o[TP[1. BC Dead 10.o f Ps Design Criteria: TPI LICENSE #0050068 muss Plate Institute. TPI. is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 r.e rxn. r"uuu A+rarysu gyve YA/H: (,:I/CC-WKUUHJI,4WA NOS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect info nation. specifications and/or designs furnished to the thus designer by the client and the conectness or aecunaiy of this Information as It may relate to a spe- cific project and accepts no responsibility or "tresses no control with regard to fabrlca- don. handling, shipment and installation of trusses. This truss has been designed as an Indrdualbudding 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). Whrn reviewed for approval by the building designer. the design loadings shown must be checked to be sum that the data shown are in agreement with the local building codes. local climatic rec[ads [ar wind or snow loads. project specification or specialapplied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top o bottom) are commu- ously bracedby sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cetlmg they should be braced at a ma:mnom spacing of 101-0" 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 fabricator's plans and to realize a continuing responsibility for such vert- fkatiom 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 dating wood to wood bearing Con- nector plates shall be located on both faces of the truss with pads 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 (hotes) ram parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the wets 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 thus Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information an Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding. and bundling delivery and installation to avoid damage. Temporary and permanent bracing far holding trusses in a straight and plumb poe. Mon and for restating lateral forces shall be designed and installed by others. Careful hand- iing is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between teases to avoid toppling and domhnoing. The supervision of erection of trusses shallbe 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 toads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARUNGTON f 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 59 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTIONS T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION- T= 0.00" RMH = 1.15 1-10-0 T 0-6-6 WO: AKLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccugosite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. wndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W. 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 19 0.06 4- 3 -7 0.04 TI: V ATY:2 __ === =-=Joint Locations==__________ 1) 0- 5-8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP PIN 0- 4- 0 113 69 -179 HOT PIN 1-11-12 19 0 -4 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 179# Support 2 125# Support 3 4# 2-0-8 Ilk 1 2 6.00 1-2-8 0-4-2 Face = 0-3-12 3.00 j 0-8-0 1-4-8 4 3 114# 8.00" 48# 1.50" 1-0-0 9.1.1 2-0-8 19# 1 50" (RO-10-10) C/L: 1-11-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 lW5 VAME4. SA DFLMMD.M32766 WARNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing. shown on this drawing is not erection bracing wind bracing. portal bracing or similar bracing which is a part of the budding design and which most be considered by the building designer. Bracing shown is for lateralsupport of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifted location determined by the building designer. Additionalbracing of the overall structure may be required. (See HIB-91 of TPq. (Truss Plate Institute. TPI, is located at 583 D'Onofrtu Drive. Madison, Wisconsin 53719). Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.1458 Eng. Job: WO: ARK Dwg: Truss ID: V Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbc 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 plsf V• q 5.02- 6635-11 Design: Matrix Analysis JOB PATH: C:l7Ef-L0KU0BS1ARLK HCS 09.20.02 I 1 JB: ARC. GTON 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 Information provided by the clienL The designer disclaims any reSponsmility for damages as a result of faulty or incorrect htformation. 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- d& project and accepts no responsibility or exerclses no control with regard to fabrtca- tion. handling. shipment and installation of trusses. This truss has been designed as an Individual building component Inaccordance with ANSI/TPI 1-19% 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 most be checked to be sure that the data shown arc In agreement withthe local building codes. lad cltmatic 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 designassumes c onipresston chords (top or bottom) are cxmtinu- ouey braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied r1odd ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connectm plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. —1-a otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrintca s plans and to reaitee a continuing responsibility for such vert. 6cation. Any discrepancies are to be put In wrong Wore cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shallbe located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5A plate is 5' wide x 4' long. A 6x8 plate is 6" wide x 8' long. Slots (hotesl runparallel 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 mmhnum slabs 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/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatioro are to be followed In accordance with "Handling Installing & Bracing'. H16-91. 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 straightand plumb pos- ition and for resisting lateral forces shall be designed and. Installed by others. Careful hand- ling 1s essential and erection bracing Is always required. Normal precautionary action for trusses requites such temporary bracing dullng installation between trusses to avoid toppling and donfnobng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advise shagbe sought if needed. Concentration of construction loads greater than the design loads shag not be appiedto trusses at any time. No loads other than the weight of fie erectors shag be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.000 T- 0.000 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WhdLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bid Type= Encl L- 58.0 ft W. 0.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inglact Resistant Covering and/or Glazing Req TC...FORCE...CSI .BC ... FORCE ... CSI 1- 2 -6 0.02 4- 3 0 0.01 =­ ===Joint Locations======e:== =___ =1)====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 76 24 -143 BOT PIN 0- 7-12 8 0 -3 BUT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE- Support 1 143# Support 2 44# Support 3 3# 0-9-0 1 2 6 0000 Imo_ 0-9-0 L � 4 3 77# 8.00" 17# 2.50"t 1-1-9 0-9-0 8# 2- 0-0-1 (RI-1-7) T C/L: 0-7-1IRO-0-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLTPI 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 k0050068 1005 VANNESSA trrLOViEDO_ LSW 6 WAKr4l[NU: 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 erectionbracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which mustbe considered by the building designer. Bracing shown Is for lateral support of thus members only to reduce buckling length. Provtsionsmust be made to anchor lateral bracing at ends and spcctned locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 ofTP1). flaws Plate institute, M. Is located at 583 D'O nofrfo Drive. Madison. Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 Eng. Job: WO: ARLK Dwg: Truss ID: W Dsgar: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac 7 Lbr. 1.25 TC Dead 7.0 psf DurFae - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24,0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09, 5.02- 66"-1 1 „r..,u. yrrr min rAitl: t.:tut ,(A1AlJUB3Altf.A HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: X QTY:12 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. =_ = _ ===�Toint Locations=====__=====__= This design is for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 component and has been based oninforCation WEBS 2x4 SP #3 composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 anyreedbythe tyfor damagesgner as SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER HEARgIG LOCATION ----- a----- faulty m tnstlrmity Information. merges as a tesuti of BEAR. BLK: 2x4 SP #3 continuous) braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type faulty or Incorrec4 inlonnaton. spectications Y and/or designs furnished to the truss designer Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H-ROLL by the client and the correctness or accuracy WndLod per ASCE 7-98, C&C, V- 125mph, bearing, 0- 4- 0 432 243 -448 BOT PIN of this information as it may relate to a spe- H. 15.0 ft, I= 1. 00, E cap. Cat. B, Kzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULEcal project and accepts no responsibility or Bld Type. Enel L= 40.0 ft W= 10.7 ft Truss Support 1 448# Support 1 243# exe " - no control with regard to fabric- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf uppO ton, handling, shipment and installation of P P Support 2 518# t -e-. This truss has been designed as an Impact Resistant Covering and/or Glazing Req Individual building component in accordance with MAX LIVE LOAD DEFLECTION: .. TC... FORCE ... CSI ..BC ... FORCE... CSI ANSI/TPI 1-1995 and NDS-97 to be Incorporated L/999 1- 2 -998 0.54 6- 5 920 0.22 nesperr(reegisteteredarchnxctoorrproeio�ngal L=-0.09" D= 0.02* T=-0.07" 2- 3 -964 0.62 5- 4 55 0.17 engtnem). when reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: building designer. the designloadings shown T- 0.03" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes. T- 0. 03" lorab climatic records for wind or snow loads. pmject specifications or special applied loads. RMB - 1.15 Unless shown. truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously bracedby sheathing u nkss otherwise 11-0-0 specified. Where bottom chords In tension are 1 2 3 not fully braced laterally by a properly applied rigid celiing, they should be braced at a maxanrrn 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. 6X12 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- 2-0-5 firatrun. Any discrepancies are to be put In wring before cutting or fabrication. 2X. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut 0-1-8 for tight fitting woodto wood bearing Con- 4-5-11 — nector plates shall be located on both faces of the truss with join fully imbedded and shall be T sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6" 3X4 wide x 8' long. Slots (hoksl run parallel to 0-6-6 3X6 the plate length specified. Double cuts on web members shall meet at the centroidof the webs unless otherwise shown. Connector plate sizes 3X4 are minimum size based on the forces shown�- and nay need to be Increasedfor certainhand- ling and/or erection stresses. This truss is not -`— 3X4 to be fabricated with fire retardant treated 5X8 3X4 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 & Bracing', HIB-91. Tosses are to be handled with particular care during banding. and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces sham be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal pmcautfonary action for trusses requires such temporary bracing dung Installation betweentrussesto avoid toppling and. dorninoing The supervision of erection of musses sham be under the control of persons experle d In the installation of trusses. Professional advice shall be sought H needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weightof the erectors sham be applied to trusses until after all fastening andbracing is completed. 2.00 j a8�� 10-0-8 6 5 4 1-7-2 43311 8.00" 358# 2.50" (� j" B 10-8-8 0-3-8 (111-7-0) (RO-2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4694 WAKIVIhIG: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X Waaaa CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY SANFORD, FL. 32771 321-0064 Fax gracIng shown. on Inns drawing Is not erection btaclog, wind bmcing. portal bracing or similar bracing n considered whJch is a paof the building design and which must be coidered by the building designer. Bracing shown is for lateral truss TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 r 1 O.C. Spacing: 24 Atr (407) (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce, buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of TP11. psi BC Dead 10.0 f PS Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI. Is located at 583 D'Onafrio Drive, Madison. Wisconsin 537 191- Code Desc: FLA loos VANNESSA Dm.o"IEmo.FI-327ss TOTAL 33.0 Psi V:09.05.02- 6845-12 —5- --,.- .uw.y.,o .ruts rArn: t,:ucc-wAVveaurti:K HCS: 08.20,02 DESIGN INFORMATION This design Is for an individual building component and has been based on information Provided by the chant The designer disclaims any responsibility for damages as a route of faulty or incorrect Information. specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- ctlic project and accepts no responsibility or exerri+es no cornbol with regard W fabrca- tion. handling shipment and installation of busses. This truss has been designed as an. Individual bidding component in accordance with ANslfM 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 most be checked to be sure that the data shown are in agreement with the local building codes. local dtrnatic records for wind or snow roads, project specdImUons or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The designassumes 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 ceding they should be braced at a maximum spacing of Iff-0r 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 fabrcation, the fabricator shall review this drawing to verity that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved. fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installedover knotholes. knots or distorted. grain. Members shall be cut. for tight fttDng wood to wood bearing, Con- nector plates shad be located on bothfaces of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A. 5x4 plate is 5- wide x 4- long A 6x8 plate is 6- wide x $king, Slots (hoks) run parallel to the plate length specified. Double cuts on web members shallmeet at the centmid 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- Wg 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 installing & Bracing. HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mn 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 teT&w such temporary bracing dur(ttg In tailats— between trusses to avow toppling and domh,otn& The supervL=m or erection of trusses shall be under the control of persona experienced In the installation of trusses. Professional advice shad be sought if needed. Concentration of cons —on bads greater than the deign bads shad not be appled to trusses at any time. No bads other than the weight of the erectors shallbe appliedto trusses until after am fastening and bracing is completed. JB: ARLINGTOiv K 3&4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDSt 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 238# MAX LIVE LOAD DEFLECTION: L/427 at Mid -panel # 3 L=-0.29" D. 0.06" T=-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" Me = 1.15 0-6-6 1 I WO: AKLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASC3 7-98, C&C, V. 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Eacl L= 40.0 ft W- 10.2 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 1111 0.57 5- 4 -1238 0.40 2- 3 -94 0.46 TI: XI QTY:2 _ ____ = = ===Joint Locations= :e:e ___==_ =1) Os 0 0 3) 10- 0- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1- 4 80 0 -258 TOP H-ROLL 0- 4- 0 399 238 -427 BOT PIN 10- 1- 4 246 0 -243 BOT H-ROLL PROVIDE UPLIFT CONIIiECTION PER SCHEDULE: Support 1 427# Support 2 258# Support 3 243# 10-3-0 1 2 3 11 4.00 2.00 9-7-0 5 4 1/1 400# 8.00" 80# 2.50" 1-7-2 14 10-3-00 247# .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4971 r WARNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK CMaOnda SySte111S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chi: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.26 4005 MARONDA WAY SANFORD, FL. 32771 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 most be considered by the budding designer. Bra Bracing TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Sere"rn 24 0"sf Spacing: (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions most be p TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (see HIB-91 of 1"). BC Dead 10.0 psf Design Criteria: TPI LICENSE #W50068 located (Truss Plate Institute, TPI, is at 583 D'Onofrb Drive, Madison. Wisconsin 537191, ..a9 Ii Code Desc: FLA loos VANNE45A DROVIEDOX1.32766 I TOTAL 33.0 psf V:09.05.02- 6846-12 uerrgm: Mnfra Ar&7Stt JOB PAIN: CATEE-L0KU08Sb1RtK MCS. 08.20:02 JB: ARLINGTON K 3&4 AC. 0# UPLIFT D.L. WO: ARLK WE: TI: Y ATY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Analysis based on Simplified Analog Model. _a = ---joint Locations ............... This design is for an individual budding HOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 9-11 3) 7- 3- 0 component and has been based on trdormation All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 7- 3- 0 4) 0- 9-11 provided by the client_ The designer disclaims continuous) braced unless noted otherwise. This truss is designed any responsibility for damages as a result of Y grad t0 bear on multiple ----MAR. REACTIONS PER BEARING LOCATION----- anyor Incorrect information. specttiations Shim or wedge if necessary to achieve. full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer bearing• be marked on truss. Shim or wedge if 7- 1-12 172 0 -454 TOP H-ROLL by the client and the correctness or accuracy necessary to achieve full bearing. 0- 4- 0 308 253 -398 HOT PIN of this information as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, 7- 1-12 67 0 0 BOT H-ROLL cific project and accepts no responsibility or .,.� p Support 1 398# H. 15.0 ft, I= 1.00, .Cat. B, Kzt- 1.0 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; exercises no control with regard to fabrics- ""a' tkm. handling, shipment and Installation of Support 2 454# Bld Type= Encl L= 40.0 ft W= 7.2 ft Truss Support 1 253# trusses. This hulls has been designed as an MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Individual budding component in accordance with L/600 at Mid -panel # 2 Impact Resistant Covering and/or Glazing Req ANSf/TPI 1-1995 and NDS-97 to be Incorporated L=-0.14" D- 0.02" T=-0.12" as part of the building deslgn by a Budding MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC ... FORCE... CSI ..BC! ... FORCE... CSI Designer (registered architect or professional T= 0. 00" 1- 2 -137 0.63 4- 3 -13 0.41 engineer). When reviewed for approvalby the budding designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checkedto be sure that the data shown T- 0.00" are In agreement with the local budding codes. local ctlmatic records for wind or snow loads. I MB - 1. 15 project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy toads. The design assumes compression chords (top or bottom) are continu- 7-3-0 ously braced by sheathing unless otherwise Ilk I specified. Where bottom chords in tension arc 1 not fully braced laterally by. properly applied 2 rigid ceding, they should be braced at a �— maxtinum spacing of l0•-0P o.c. Connector 4•� plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Connection d Grade 40. unless otherwise shown. by others. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confort ance with the fabricator's plans and to realize a continuing responsibility for such veA- I 1-10-4 ffcation. 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 fitting wmod to wood bearing. Con- 3-2-12 rector plates shall be located on bothfaces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wde x 4- long. A 6x8 plate is 6' wde x 8" long. Sits (holes) ram parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate aims 0-6-6 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 5X6 Attach 10d Toe ith. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional. information on Quality Control refer to ANSI/TPI1-19% Face = 0-3-12 2.00 I as-o PRECAUTIONARY NOTES ALL bracing and erection recommendations are to be followed In accordance with `Handling 6-7-0 Installing &�ci Bracing'. H1B-91. Trusses are to handled be ws�id and bundling, decaneduring toavoid 308if 8.Wn4 3 damage. Temporary and permanent bracing 172# 2.50" for hokhng tosses in a. straight and plumb pos- 1-6-0 7-3-0 67191 50 lion and for restating lateral forces shall be designed and installed by others. Careful hand- (111-5-3) Normal C/L: -1-12 ling Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Over 3 Supports scale = 0.6502 required. Noal precautionary action for installation es between tempwtrusses brachpplingng WAR READ ALL NOTES ON THIS SHEET. Eng. Job: Installafin between trusses to avold toppling • . ARLK and domiaofng. The supervisfon of erection of tU--shallbemnderthecontrolofpersons LCM:ronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' Truss ID: Y Professionalp In s� a soionught CONTRACTOR. gur: TLY Chk: Date: 10-04-02 Concentrationct of construhm loads greater DsTC Live 16.0 psf Duri aC - Lbf 1.25 than the design loads shall not be applied to BRACING WARNING: - trtsses at any time. No bads other than the 4005 MARONDA WAY Braeirng shovm on this drawing to not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 wcW of the erectors shall be applied to SANFORD, FL. JI M which Is a part of the building design and whichmust be consideredby the building designer. Bracing n tosses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of toss members only to reduce bur O.C.Spacing: Is completed. made to anchor lateral bra at ends ands term ice d by Provisions must ne BC Ltve 0.0 psf � eing: 24a0 TOMAS PONCE P.E. Additional bracing of the overall structure ma iced- ( determined by the beading designer. BC Dead 10.0 Design Criteria: TPI y required. (See. H16-91 of TP[I. psf g LICENSE #0050068 rrruss Plate Institute. TPI. Is located at 583 D'Onofrto Drive, Madison. WLsconstn 537191. Code DesC: FLA loos VANNEssA DROVIEOOX1.32766 TOTAL 33.0 psf V:09.05.02- 6-847-122 Design: Mafnx Analysis JOB PAIN. C.•ITFF-L0KV0BSURLK HCS: 01I.M.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages 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 wtlh regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Indivklual budding component to accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional. engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records For wind or snow loads. project specification 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 comMu- ously braced by sheathing unless otherwise specified- where bottom chords in tension arc not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of W-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 fabricator's plans and to realize a continuing responsibility for such vert- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes., knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless. otherwise shown. A 5x4 plate is 5" lade x 4- king. A 6s8 plate is 6' wile x 8" long. Slots (holes) ram parallel to the plate length specified. Double cuts on web members shag meet at the centrod of the webs unless otherwise shown.. Connector plate sues are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reconmmendatlons arc to be followed in accordance with "Handling installing & Bractng', HIS-9 1. Trusses ate to be handled with particular care during banding and bundling, delivery and loStalhtlon to avoid damage. Temporary and permanent bracing for holding tnrsaes In a straight and plumb pos- fUon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential andcrecltonbracing 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 muses shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to usaes uuntil 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 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Sbim or wedge if necessary to achieve full bearing. PRWIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 as-0 WO: AKLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC' ... FORCE ... CSI 1- 2 -31 0.39 4 3 -173 0.19 TI: Z ATY`2 _ ---Joint Locations========-___=== 1)--O- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 1253mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rztm 1.0 Bld Type= Enel L= 40.0 ft W- 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 11 Ilk 1 2 4 _ I , 4 212D 8.00" 1-7-2 IM (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 i Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N005W68 1005 VANNESSA DtLOViEDO-F[ 3"76 4-3-0 2.000 lUd Toe-Nail`sJ 1-4-4 0-7-3 Attach with (1 10d Toe -Nails 87# 2.50" 54# 2f0" CIL: 4-1-12 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing. is not erection bracing- wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the 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 andspecified 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'Onofrto Drive. Madison. Wisconsln 53719). scale = 0.9442 Eng. Job: WO: ARLK Dµ'g: Truss ID: Z Dsgw: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 68A& 12 ,.o,rx": rr,r . nrmryors JUH PAlrl: L:1ltt4,UKVUBJIAKLK HCS: 08.20.01 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Z1 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =====Joint Locations====___________ This design is for an individual budding HOT CHORDS. 2x4 SP #2 composite result of multiple loads. ===0==0- 0 3) 1- 8- 4 component and has been based on information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 provided by the client. The designer disclatr,.s Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- any responsibtlayfor damages asaresult of bearing. WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type faultandl odesig ; furInformation.ishedthe truss design H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 137 63 -226 BUT PIN and/a designs furnished to the truss designer by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Enel L. 40.0 ft W= 1.7 ft Truss 1- 7- 0 47 0 -125 HOT H-ROLL of this information as It may relate to a spe- Support 1 226# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf csftc project and accepts no responsibility or Support 2 125# 7apaet Resistant Covering and/or Glazing Req exercises no control with regard to fabrka- MAX lion, handling. shipment and installation of MAX LIVE LOAD DEFLECTION: truss trusses. This has been designed as an ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI individual building component in accordance with L- 0.00" D- 0.00" T- 0.00" 1- 2 -3 0.01 4- 0 -55 0.01 ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 20 0.01 as part of the budding design by a Building T= 0.00" Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engineed. When reviewed for approval by the Tee 0 , 00" building designer, the design loadings shown must be checked to be sure that the data shown IiMB = 1.15 arc 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 contlnu- 1-84 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied rigidceding. they should be braced at a maximum spacing of 10'-0" o.c. Connector 4'00 plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASl'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 fabricator's plans and to realize a continuing responsibility for such verb ficatfon. Any discrepancies are to be put In 0-11-2 writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting woodto wood beating. Con- 14-7 nector plates shad be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 0-6-6 5x4 wi de plate isg. n pparwide x 4" long. A ar plate Is6" wide x 8" long. Slots (holes) ruallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate stzm arc minimum sizes based on the forces shown 5X8 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 0-8-0 PRECAUTIONARY NOTES Ali bracing and erection recormnendauons ate Plate Height to be followed in accordance with "Handling 1-0-4 L = g Installing & Bracing'. HIB-91. Trusses are to I 0Installing be handled withparticular care during handing 4 J' and bundling. delivery and installation to avoid 138# 8.00" 48# 2.50" damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- 1-7-2 I itiun and for resisting lateral forces shall be �" 91. 1-84 designed and instated by others. Careful hand- (R1-7-0) ling Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5329 required. Normal precautionary action for trusses requires such temporary bracing during insbetween trusses to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. 'E°S• Job: WO: ARLK vision of and domhallb under erthecontr control of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z1 erns -sea shad be °°der the control u persons Maronda System Professional achric the installation be sough`` trusses. y CONTRACTOR. Dsgnr: TLY Chic: Date: 10-04-02 Concentration of construction loads greater TC Live 16.0 psf DurFae - Lbr: 1.25 than the design loads shall not be applied to 4005 MARONDA WAY BRACING WARNING: trusses at. any time. No toads other than the Bracing shown on this drawing Is noterection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing O.C. Spacing: 24.0`r trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf lO g is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. AddWonal bracing of the overall structure may be required. (See HIB-91 of TPn. BC Dead 10.0 psf ,,tg LICENSE #0050068 ffruss Plate institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191 Code Desc: FLA loos VANNESSA D1tovIEDo.FL32766 I I TOTAL 33.0 psf V: 0 .02- 84 -124 Design: Marix Anatysis JOB PATH: C:ITEE-LOKUOBSURLK HCS: 08.20.02 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Protect Name. 4LeEIRIC RLIN ON 413 , , _ Builder: AROND OMES Address: )/I/ Permitting Office: City, State: Permit Number: Owner: Jurisdiction Number: Climate Zone: Central 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tintlother SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. NIA e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Garage b. N/A New 12. Cooling systems Single family - 1 a. Central Unit _ 4 _ b. N/A Yes 1875 W c. N/A 196.0 ff _ 13. Heating systems 0.0 ff _ a. Electric Heat Pump 0.0 ft. 0.0 ft b. N/A R=0.0, 198.0(p) ft _ ( c. N/A 14. Hot water systems - a. Electric Resistance R=4.2, 1132.0 ftz _ R-11.0, 196.0 ft' I b. N/A _ c. Conservation credits (HR-Heat recovery, Solar _ DHP-Dedicated heat pump) R=19.0, 2085.0 f? _ 15. HVAC credits + (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, _ PT -Programmable Thermostat, Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, i MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 28325 PASS Total base points: 28742 Cap: 40.5 kBtu/hr SEER: 11.00 Cap: 40.5 kBtu/hr _ I1SPF:7.20 _ Cap: 50.0 gallons _ EF: 0.93 PT, I hereby certify that the plans and specifications covered Review of the plans and by this calculation are in compliance with the Florida specifications covered by this TH>E sTTa Energy Code. calculation indicates compliance £ o� PREPARED B with the Florida Energy Code. Before construction is completed v DATE: 1 Z�Q3 this building will be inspected for n I hereby certify that this b ' g, as designed, iIxal.11ILDING compliance with Section 553.908 compliance with the FI id r C da Florida Statutes. cap wE'f�' OWNER/AGENT: OFFICIAL: DATE: MAR 21 M3 DATE: - EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1631.1 Single, Clear SE 1.0 8.0 40.0 56.64 1.00 2256.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear SW 1.0 6.0 16.0 52.82 0,96 815.6 Single, Clear NW 1.0 8.0 15.0 37,74 0.99 562.2 Single, Clear SE 1.0 6.0 5.0 56.64 0.97 273.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear SE 1.0 6.0 40.0 56.64 0.97 2188.4 As -Built Total: 196.0 9960.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 A 11t Total: 1328.0 1509.1 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 EnergyGauge&FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 3573 ..6 Summer As -Built Points: 38097.4 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 35736.6 0.4266 15245.2 38097.4 38097.4 1.000 1.00 (1.087 x 1.150 x 1.00) 0.310 1.250 0.310 0.950 0.950 14025.2 14025.2 EnergyGeuge"' DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I 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 9.22 1.01 298.1 Single, Clear SE 1.0 8.0 40.0 8.34 1.01 337.3 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear NW 1.0 8.0 15.0 12.23 1.00 183.2 Single, Clear SE 1.0 6.0 5.0 8.34 1.02 42.6 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SE 1.0 6.0 40.0 8.34 1.02 340.7 As -Built Total: 196.0 1871.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 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 4199.9 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 Bass 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 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8159.4 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) 5165.4 0.6274 3240.7 8159.4 8159.4 1.000 1.00 (1.078 x 1.160 x 1.00) 0.474 1.250 0.474 0.950 0.950 4594.7 4594.7 EnergyGaugevm DCA Form 60OA-2001 EnergyGaugeqD/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.E As -Built Total: 9704,6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 15245 3241 10256 28742 1 14025 4595 9705 28325 PASS �. qBB ST97� 1 ffill "• • tE� c p EnergyGaugeym DCA Form 60OA-2001 EnergyGaugaWFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606. 1.ABC. 1. 1 Maximum:.3 cfm/s .ft. window area ,5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >118" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the.perimeter, penetrations and seems. 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 Y g p gyp board &top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606. 1.ABC. 1.2.4 _ Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested, Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded b all reside a COMPONENTS SECTION n es. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum then•nal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se crate 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. EnergyGaugerm DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.3 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New y 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 3. Number of units, if multi -family 1 4. Number of Bedrooms _ 4 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft') _ 1875 fe c. N/A 7. Glass area & type a. Clear - single pane _ 196.0 ft' - 13. Heating systems b. Clear - double pane 0.0 ft2 - a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft' d. Tint/other SHGC - double pane 0.0 fe 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 a. Concrete, Int Insul, Exterior R=4.2, 1132.0 ft' 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 b. N/A _ _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup, R-6.0, 150.0 ft _ RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code �mt feat -c..c. Builder Signature: Date: MAR 21 2003 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr HSPF:7.20 Cap: 50.0 gallons EF: 0.93 PT, *NOTE. The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives iif you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Communio; Affairs at 8501487-1824. _ EnergyGaugeV (Version: FLRCPB v3.21) 1V�aronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLERRoaD, SuiTEF • ORLANDo, FLoxiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA ❑x 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: CROWN COLONY Lot: 66 120 Crown Colony Way. RUSSE1L1L)KE'1TH(§.UjAdERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. e DEBBIE TIME My Comm Exp. ZPvW No. CC 999378 IY w~ t t ous I.D. NOTARY PUBLIC CADocuments and Settings\dUme\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc