The URL can be used to link to this page

Home My WebLink About139 Crown Colony Way 03-2472PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1 101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-91 12 ELECTRICAL CONTRACT( MECHANICAL CONTRACT PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT #0 DATE7' 8' 93 PERMIT DESCRIPTION 4%5:L PERMIT VALUATION A7) '?$Qb SQUARE FOOTAGE _ M406%) i CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 139 CROWN COLONY WAY for which permit 03-00002472 has heretofore been issued on 7/30/03 has been completed according to plans and specifications filed in the office of the Building O icial prior to the issuance of said building permit, to wit as LLA) 4: 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 DATE APPROVAL DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Signs (� �. ; Street 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 AMOUNT 7/30/03 10.00 7/30/03 10.00 7/30/03 10.00 7/30/03 10.00 7/30/03 10.00 7/30/03 59.27 7/30/03 54.00 7/30/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 139 CROWN COLONY WAY for which permit 03-00002472 has heretofore been issued on 7/30/03 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 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY �� W�11- OWNER 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 91.93 13.33 847.00 13.34 1384.00 650.00 1700.00 DOL� ry) 1212,1143 BUILDING OFFICI DAT CERTIFCATE OF OCCUPANCY REQUEST FOR FINAlb.M. Xr:Ci �TIONII-ITIES IDEPT. y �glo 6iequest Received __l----3--To 11t11'cty Inspects �AYi ****SINGLE FAMILY RESIDENCE**** INITIALS utility Inspector's Final ---------- FDEP Clearance - Water ---------- - ----- c - FDEP Clearance - ever -___-_- --- -------- DATE: � a - � � �3---------- City Services Easements ---------- Maintenance Bond (10% - 2yr) ---------- ---------- Other PERMIT #: �"� - �y1--------- ADDRESS: CONTRACTOR: PHONE #: yd1- Ly-) `j -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 O Fireyt � A ❑Public Works OZoning r . tiliti �OLicensing IA 2'y � CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) M . CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: N a - \Q, -03 PERMIT #: 03 7y1 D_ ADDRESS: CONTRACTOR: PHONE #: LAO-) - yr)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. ngineering / /2L`63 uPublic Works O Utilities OFire A OZoning 'n A. OLicensing a I Ia CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) .. Eau=l�ni-f CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE****CC-�+ DATE: N a - \c, PERMIT #: D: ADDRESS: \ CONTRACTOR: PHONE #: yd1 - Li`1 J -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 ❑Fire A I �%y v3 �ub W0 ❑Zoning D Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) !AV0ATE.1MC- 300 SOUTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750-5499 BW TELEPHONE LAND SURVEYORS 4 MAPPERS Sa M8C;AVOO339-3636 NE®GFL.RR.COM CERTIFICATE OF ELEVATION Address: 139 Crown Colony Way Legal Description: Lot 49, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 49 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dominick F. Cavone Florida Su-,-veyor & Mapper Reg. No. 2005 Lictm�6d Busincss.Number 5073 Date Fieldwork Completed 12-9-2003 W.O. # 2003-16710 FEDERAL, EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Read the instructions on Danes 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 ApL, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 139 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 49 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( ##0 - ##' - ##.##" or ##. °) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY/ 120294 SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C OD45 E 4N7195 4117195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ AS 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 Bamer Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction tion 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, AR/AE, ARW -A30, AR/AH, AR/AO Complete Items C3: a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments NIA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure) ? —/Lft.(m) o b) Top of next higher floor _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) — o d) Attached garage (top of slab) _ft.(m) _. _ft.(m) 00 E 1 o e) Lowest elevation of machinery and/or equipment u, cc servicing the building (Describe in a Comments area) ft.(m) X f) Lowest adjacent (finished) grade (LAG) m z' o g) Highest adjacent (finished) grade (HAG) — _ft.(m) in 10 o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 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. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In dwse spaces, copy the corresponding information from Seddon A ' ' For Insurance Company Use: BUILDING STREET ADDRESS (Indudtng Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUoompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or endosure) of the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, i1 available). E3. For Building Diagram 6$ with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ fL(m) _in.(cm) above the highest adjacent grade. Complete item 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.(crm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the communitys floodplain management ordnance? ❑ 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 (Item C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, Q and E are conect to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME HOMES INC. OF FLORIDA ADDRESS CITY STATE ZJP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordnance to administer the community's floodplain management ordnance 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 completed Section E for a building located in Zone A (without a FEMA4ssued or oommunity4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPL ANCEIOCCUPANCY 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: _. ft.(m) Datum: Gg. 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 CITY OF SANFORD PERMIT APPLICATION Permit # �� Date: June 6, 2003 Job Address: 139 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: S97,788.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,669 Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-5QS-0000-0490 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: T Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 1 6/6/03_ Signature f O r/Agent Date Russell Keith Summers Print Owner/Agent's Name (L" 0 V t. AIV 0 6/6/03 Signature of Notary -State of Florida Date v, I1. OF Flo DEBBIE TIME r NOTAR0) My Comm Exp. 2/5/05 vuauc No. CC 999378 Owner/Agent is _X_ Personally Known to Me or _ Produced ID 6/6/03 Signature o 0 or/Agent Date Russell Keith Summers Print Contractor/Agent's Name Qwui� 6/6/03 Signature of Notary -State of Florida Date nn,�OIARY12 DEBBIE TIME My Comm Exp, 2/5/05 No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg ,l —2Toning: Utilities: (Initial & Date) (Initial & Date) FD: (Initial & Date) (Initial & Date) Special Conditions: tsIbc° .4y u CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: _____________ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: ______ Maronda Homes Inc., of Florida----------- - - 4q ........ Address of Job: Electrical Contractor: DANIEL G-1PUG Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 0 3 New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Appli nt's Signature EC0001663 State License Number LI a � ,1 • AI CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 139 Crown Colony Way Lot: 49 Panel: 5 Mechanical Contractor: GARY CARMACK Residential ---- �----- Non -Residential Nature of Work: Fee: TOTAL D Amou nt By signing this application, I am stating that I am in complian e with City of Sanford Mechanical Code. Applicant Signature CAC043900 ------------------ State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: __139 Crown Colgn / WLot'. 49_ Panel__5 Plumbing Contractor: WILLIAM T. SELF -------------------- Residential: --V-/ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 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: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Si ature CFC057039 State License Number Laronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLF.R ROAD, SUITE F • ORLANDO, FLONDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA px 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: 49 139 Crown Colony Way. BUSS LL E H S MMERS, 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. or Fto DEBBIE TIME NOTARY o My Comm EXP. P/5d05 PUBLIC No. CC 999378 I OTARY PUBLIC Pen -ally Kr— I 1 Other I.D. N C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc PLOT PLAN for. MARONDA HOMES. INC. DESCRIPPON: LOT 49, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thru 78 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA b N TRACT'Do CONSERVATION AREA 0' 5' 10' 20' N00° 1 1'4G"W 69.47 GRAPHIC SCALE /r p3 a�°° LOT 47 A�09 17 D.E. 00, — — — — — — — — — — — — — — — — — 6 N I8' AAh _ b CONCRETE PATIO O_ _ 0 15.00' Q 0 Q 40.00' _ p Z MODEL: 5UNBURYI' p TWO STORY U I j ��. FINI511 DFLOOR `u LOT 48 w `�c 4 ELEVATION —47.75 < ^ 0O DRAINAGE TYPE: ' B' p coWITH 1 O' X 18' PATIO s � O a 14.47 Z 15.00' 16.0' CONCRETE $ DRIVE ---�' ---=————�{ — — —— TRACT 'H' ICY U.E! ?° DRAINAGE EASEMENT \_l%5000 1 1'46"E 69.47' o $ L N N CROWN COLONY_ WAY - - - - - 500' 1 1'4GE - - - - NOTES. FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING SOO'11'467E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN 0 ; PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 2 J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE. APRIL 17. 1991 THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 49 CONTAINS (SUBJECT TO CHANGE) A059 SOUARE FEET/0.185 ACRES +/- THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER 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. ABBREVI A T IONS/LEGEND: CR!':�A NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT DIUSP.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENTCHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-•POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG.-CHORD BEARING 5-&U-E.•-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY & CENTERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) D.&U.E..-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT W.0.2003-7540 CADO FILE: CROWNCOL49.OWC INC. VONE, A THIS SURVEY NOT VALID UNLESS EMBOSSED �h� REVISION DATE 1111111111111111111ifIII INi1191011111111110 11111111111u 02 U. O� IL rn oa U ~. W rl W J N YLU M �Ck0 W Z Z 2 a 0 V4 0 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04856 PG 1567 CLERK'S # 2003097487 RECORDED 06/09/2003 02s2102 PM RECORDING FEES 6.00 RECORDED BY L McKinley NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0490 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 49 139 Crown Colony Way:. Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road Suite F. Orlando, FL 32810 (Name and address) CERTIFIED COPY SURETY (Bonding Company) Name and Addre; Amount of Bond LENDER MARYANNE MORE Name and address Bank of America. NA, 750 S. Orlando Ave. #102 Winter Park FL 32789 ►I IN 0 9 2003 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 18` St., Sanford, FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) Sworn to and subscribed before me this Notary Public RUSSELL KkatjAdmMERS Maronda Homes, Inc. of Florida Vice President - Construction day of KFi,0EBBIE TIMEm Enp. 255/05 No. CC 999378 ally mown 1 1 other I.D. 2003. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 49 Subdivision: CROWN COLONY Property Address: 139 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). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part S). 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. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑O 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE. Friday, June 06, 2003 SIGNATURE: (By Owner or Authorized Agent) COUNTY OF S[MINOL[ IMPACT FEE STATEMENT ISSUED BY CITY UF SANFORD STATEMENT NUMBER 103-75568 DATE: 1 BUILDING PERMIT \�� '^ / TY COUNTY NUMBER: _... ... ... __ UNIT ADDRESS: TRAFFIC ZON[ JURlCDICTI�� --- �^��1�7 SEC: TWP RNG: ____ PARCEL �� c�-r3� [�UBDIVlSION: TRACT: �� 7�� --------'----------'� x�� PLAT B[}OK: ��_ PLAT BOOK !�GE: ��'c`/m OWNER NAME: ADDRESS: APPLICANT NAME: NAME: ............................................................... ADDRESS: // LAND USE CA7EOORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family Houses Detached - Construction -----------------------------'-------------------------------------------------- FEE BENEFIT RATE F�E UNIT RATE PER # & TYPE TOTAL DUE TYP[ DIST SCHEDULE DESC. UNIT OF UNITS ________________________________________________________-_______________________ ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS ' CO -WIDE O dwl unit $1,384.00 1 $ ` 1,3a4.oO . AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY:/� _��/1��_��SI8NATURE: /{e�'��p��--.- (PL�ASE PRINT NAME) /� U DATE:: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *=! DISTRIBUTION: 1-COUNTY 3-CITY 2'APPLICAN1* 42COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. ` PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRIT7EN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABO BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY O� OCCUPANCY. THE REQU .- VIEW MUST MEET THE REQUIREMENTS OF THE ��8 ' C~�`'� COUNTY LAND DEVELOPMENT ODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 LAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD DUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THI1 STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*&Y,,. FAMILY BUILDING PERMIT********f*T*T*Tf**** PLOT PLAN for. MARONDA HOME5, INC. DESCRIPPON: LOT 49, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thry 76 PUBLIC RECORDS of 5EMINOLE COUNTY, FLORIDA b N W TRACT 'D' CONSERVATION AREA a 5' la 20' N00° 1 1'4C"W 69.47' 0 GRAPHIC SCALE iT t% LOT 47 A�09` IS' D.E. 00 — — — — — — — — — — — — — — — — N Id AAy b 0 CONCRETE PATIO O 15.000 p O p 40.00' o Z MODEL: SUNBURY' I' • O TWO STORY i= (4-2 1/2) T FINISHED FLOOR W Q LOT 48 s 4 ELEVATION -47.75 ae w bo DRAINAGE TYPE: ' B' p 6 WITH 1 O' X 18' PATIO s 3' Z 15.00' CONCRETE DRIVE TRACT 'H' 10'U.E.) �r•20 DRAINAGE EASEMENT \,�,t50001 1'46"E 69.47' ui $ PLAP,4� RMEWED cmCITY OF SANFORD CROWN COLONY_ WAY_ 500' 1 1'46'E - - - NOTES: FLOOD CER77nCA77ON 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING SOO'11'46'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20 HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE. 7.5' J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET. 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17, 199& THIS IS NOT A SURVEY. MAP REVISION DATE. LOT 49 CONTAINS (SUBJECT TO CHANGE) aO59 SQUARE FEET/0.185 ACRES +/- THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS. AND FURTHER 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. ABBREVI A T IONS/LEGEND: NO. -NUMBER R.-RADIUS P.T.-POINT OF TANGENCY P.I.-POINT OF INTERSECTION CONC-CONCRETE L.S.-LAND SURVEYOR W.E.- WALL EASEMENT P.R.C.-POINT OF REVERSE CURVATURE F.E.-FENCE EASEMENT D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE ARC -ARC LENGTH L.B.-LICENSED BUSINESS O.R-OFFICIAL RECORDS CH.BRG.-CHORD BEARING P.C.C.-POINT OF COMPOUND CURVATURE S.&U.E.-SIDEIALK d UTIUTY EASEMENT U.E.-UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY & fl CENTERLINE A/C -AIR COND171ONER PAD &DELTA (CENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE, l 1 r C. t7' INC. THIS SURVEY NOT VALID UNLESS EMBOSSED W L THE LICENSERS AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER /07 ��G 7 L.�JiI��I • REVISION DATE LAND SURVEYORS AND MAPPERS 7-300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-J636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR d MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 plpT PLAN 6/10/200J CADD FILE:CROWNCOL49.OWO W.0.2003-7540 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs' Residential Whole Buildina Performance Method A Project Name: SUNBURY Address:15q �p��Vl W Builder: MARONDA HOMES Permitting Office: =VV City, State Permit Number: Owner: ELECTRIC i Jurisdiction Number: Climate Zone: Central 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 _ _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A _ 5. Is this a worst case? _ Yes 6. Conditioned floor area (W) _ 2223 f? c. N/A j 7. Glass area & type - a. Clear - single pane _ 267.0 f? 13. Heating systems b. Clear - double pane _ 0.0 ft' _ a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tint/other SHGC - single pane 0.0 fe _ _ HSPF: 7.20 d. Tint/other SHGC -double pane 0.0 ft, b. N/A _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft c. N/A b. N/A _ - c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallops a. Concrete, Int InsuL Exterior - R=4.2, 720.0 fe _ _ EF: 0.93 b. Frame, Wood, Exterior R=11.0, 992.0 W b. N/A _ 1, c. Frame, Wood, Adjacent _ R=11.0, 159.0 ft- d. N/A _ _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1200.0 fe _ 15. HVAC credits PT b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone beating) Glass/Floor Area: 0.12 Total as -built points: 27355 PASS Total base points: 30107 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 o o� cxl3sr,�r� Energy Code. calculation indicates compliance ��v�,,''� .- with the Florida Energy ti 11�1� '��•'°'�o PREPARED BY gy Code. Before construction is completed DATE: JU n 200 this building will be inspected for I hereby certify that this b�'i'`rl��ng, as designed, is i� compliance with Section 553.908 ...........1:.. -..-.....ice .� _ r_..0 _ .�1_ _ _. ... EnergyGauge® (Version: FLRCPB v3.21) I A FORM 60OA-2001 S-UMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: i BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X. SOF = Points .18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E ' 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 , 16.0 40.0 53.47 1.00 i 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16 835.2 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 1884.8 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 Base Total: 1871.0 ' 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 1 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 136.0(p) -31.8 -4324.8 Slab -On -Grade Edge Insulation 0.0 136.0(p -31.90 -4338.4 Raised 0.0 0.00 0.0 Base Total: -4324.8 As -Built Total: 136.0 - 338.4 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 INFILTRATION Area X BSPM = Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer Points X System Multiplier = Cooling Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier (DM x DSM x AHU) Credit Multiplier = Cooling Points 43640.2 0.4266 18616.9 48091.7 48091.7 1.000 1.00 (1.079x 1.150 x 0.90) 0.310 1.117 0.310 0.950 0.950 15816.8 15816.8 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauged)/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF Point .18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172-3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As -Built Total: 267.0 12711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 11984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X VVCM = i Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50' 340.0 Raised 0.0 0.00 0.0 Base Total: -258.4 As -Built Total: 136.0 340.0 _ .- I Energy,Gauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS - Residential Whole Building Performance Method A - Details ADDRESS: ... PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X Points System = Multiplier Heating Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier (DM x DSM x AHU) Credit = Multiplier Heating Points 6054.1 0.6274 3798.3 8298.9 8298.9 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4259.6 4259.6 I-~ EnergyGaugeT"" DCA Form 60OA-2001 EnergyGauge®/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 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 17278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18617 3798 7692 30107 15817 4260 7278 27355 EnergyGaugeTm DCA Forth 60OA-2001 PASS ,ow S _ .- EnergyGaugeD/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 -Code Compliance Checklist Residential Whole Building Performance Method A - Details i I 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 cf n/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 >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous inflltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, I soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 112" 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 cavitv between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA.99 nT419=0 DD=QP0107I110 11AGA011MCO I...._. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools i must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge"I DCA Form 60OA-2001 EnergyGaugeOlFlaRES'2001 FLRCPB v3.21 I ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. 'ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or muld-family Single family _ a. Central Unit Cap: 40.5 kBw/hr 3. Number of units, if multi -family 1 - _ SEER: 11.00 4. Number of Bedrooms 3 _ b. N/A _ 5. Is this a worst case? yes - 6. Conditioned floor area (ft") _ 2223 fe c. N/A 7. Glass area 8c type a. Clear - single pane 267.0 ft' - 13. Heating systems b. Clear - double pane 0.0 W - a. Electric Heat Pump Cap: 40.5 kBuAr c. Tint/other SHGC - single pane 0.0 ff _ _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 W b. N/A _ 8. Floor types - a. Slab -On -Grade Edge Insulation _ R=0.0, 136.0(p) ft c. N/A I - b. N/A - - c. N/A 14. Hot water systems 9. Wall types - a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 720.0 ft- - _ EF: 0.93 b. Frame, Wood, Exterior R=14.0, 992.0 W_ b. N/A _ c. Frame, Wood, Adjacent R=11.0, 159.0 ft' d. N/A = c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=19.0, 1200.0 ft- - 15. HVAC credits PT, b. N/A - (CF-Ceiling fan, CV -Cross ventilation, _ c. N/A HF-Whole house fan, 11. Ducts - PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft - RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, M7_-H-Multizone beating) 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) ST9TF in this home before final inspection. Otherwise, a new EPL Display Card will be completed �4TViE p. 0 based on installed Code compliant features. Builder Signature: Date: JUN 0 6 2003 Address of New Home: City/FL Zip: o r'1'�a0 WE *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 EnergyStarTmdesignatlon), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction,1 contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO4901 49 139 CROWN COLONY WAY ORLN-CRC SUN13 LEFT SUNBURY I & J 3 VAULT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCE 7-98_ These trusses are rlacinnarl fnr nn anrincarl hnilrlinn Truss ID Run Date Drawing Reviewed Truss ID Run Date I Drawing I Reviewed No. of Eng. Dwgs: 33 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 W 6-18-02 L/ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: -0.0 psf BC Dead: 10.0 psf Total 33.0 psf HIP 10-20-00 X 6-18-02 C/ A 6-18-02 Y 6-18-02 B 6-18-02 Z 6-18-02 C 6-18-02 Z1 6-18-02 D 6-18-02 Z2 6-18-02 E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F 1 6-18-02 PLANS REVIE I CITY OF SANS G 6-18-02 G 1 6-18-02 H 6-18-02 H 1 6-18-02 1 6-18-02 11 6-18-02 L/ J 6-18-02 J 1 6-18-02 K 6-18-02 L 6-18-02 M 6-18-02 ✓ P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY DATE: ,Jill n 9 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 NEED 'ORD Z2 z z Val NG NAILER 12-0 ©If ©le THJ28HANGE JOB NUMBER: SUNIV CUSTOMER: REVERSED i1 H1 JOB NAME: SUNBURY "I & J" VAULTED M.BDRM. DRAWN BY dy DATE: 11-4-99 I1 0 11 PITCH: 6/12 - A J1 BEARING: 0'-8" LOADIN 3psf JUL 0 Q 2003 � I I 21-0 7-4 19-0 �I 0 b b +...':f 11SSafety alertr tsrribol+; Rs' usVd�to dttraCt ,O.t.Er >'•t '�i�tiiiYau se�Y�Fi�Sasyl'ba'�BEC+�"M6�'AI�IER,,��,•��, EIEDr,I�c ii,. v 1" �� 't1l:�m�4x� b•8��rt a� ��,71'S t , r „r r '?��; � ,i C 31fe lv�',{r I�Ci% LI 11�I�i srr1A-::i.�Ai..4Ta�%,�1 fU'•^''",Y1ileS c.ar� ,il''/r. �-ll a-':klf G. l?42•... i�fli P' 7 ` ° 'd 'tICeit S.n+Or tf;icat,�s :nsfco ndit!OlS that could RfaC r ;t result In personal Injury cr damage to..structures' I B-91 Summary She®t COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° sfheresoonsibilitvoftheinstalier(buildpr, buildineconfra--tor, lioensedcontracfor, ecfororerection contracror, to oroperlyreceiye unioad store, handie in"tall and ace metal clate connected wood trusses to prote2tlife and ,)rooerty The installer ust exercisethe same high degree of safety awareness as with any other structural aterial. TPI coes not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing Id bracing wood trusses for a particular roof or floor. These recommendations are sed upon the collective experience of leading technical personnel in the wood C'A,UTION' The builder, building contractor, licensed 4 contractor, erector orerectioncontractorisad'vis d to 6tarn and read the entire booklet CommeB) ury C Al and Reco nrnendations for Handling Installing " B; a Ong E aIFlat e Connected Wood Trusses, HIES-. 51 °'- frdrn.',1hc s :I russ .Plate',Institu Vie. ,;�yIr �,,: r pAN,`� ��,,R �:�,, ��D� �T�(��t�clesigna#es �a�co�dgf►on; �r , ,r,,4., ,he e;�ail�ilr°e o7a�nr r�struc* �.rrysto.;F � ' ,i,, �«�li�g�wl��l�+rnos �� ,resUlttvin se�o`�s„ ersorlal , or ci.�:nth or ._ anag,ertb�suctejreSrtF1� { , r 1iJA f ilt� ;:A AIiNING+tlescrjbes a condltlorC ��hvrYfallurotoiiotiVInsryclonscouldtreseltil'n : euere personal A pjVW! or Barrage to structures.. I� TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a o,ualified building designer cr installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright u by Truss Plate Institute, Inc. All rights reserved. This document or any pan thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAU T ION: Alltemporary bracing should be no -less than 2r4'arade rnarknd._fumber. All connections �shouir!' be made with rniniriiuin of 2-16c nails" All trusses assumed 2° on -center or less. AlI mull; -ply. trusses should,.be connected tocUether ire argot- dance°with design -drawings prior to in—aI -tion TRUSS STORAGE I u„UTION: ,fusses should not ]beunloaded on raugh terrain or;uever* surface= which could cau uamaaA toahe'truss. CAUTION- Tr Iss'es storr,o horizontally shouici be Mz �SUq'toB"feCr On l)locklnC t0 F1reV r t etiC?SSr1/e ia'ieral CAU T 0N: T ;rum �i s SLOred vertically,,ShtnUld l)C u a'beriding an❑ lessen rnoisture gain. r J oraced'1,o prevent toppling or tipping. k VJARNIiVG Do notbreak;bandrng unulirnstallat►on,; - DAINGER iJa;not store bundles upcinat'uriles J el' ra -I .. r ual to d} a exe crsed Br, anarni se S ¢ M �rCne braced Dc,�otbrea ,- Gins mare shoul r [j �;� jnU gV r .. Y,n k bands until bundles In,q avOrd h'iftprng�oftlndrvlellGal Trusses ;!,"' ura.glaced rn:aataf7le h'o`rizortal posttiarj:. ..��.0 Rii�r �r.�,x`-s.''F! �i7m,[`—'�� h. -• �i iFT •r y,7tYp-di;rr,�Y 4n,� yr. � .. .-�'Rk�ii ",•�%�,�s3unSi• a� ';"li ; � � �;&nv:: • n� DA GER Wal{clr ontruss s which are i In 'fla k ,a AR IIN© +i Do loty� Ilft i nd�ed ®t�Sses" }�! �a r 'g r it � ;s r •r i , s c.+^'•�;d",F.• �..wf4y"t'4r"1^ "y;rtt ar°,�b -P�,'M1• J� t' tr., ;,�,la, n..., h.,,;... s y', •,. . n ;ban a �Dolriat use'?r �nage tru�sesy' {I "� f'' �r 4+,.s rxtr rnely dangerol.us nd'should be strictly IMF 'B. C{ 1t I I rM r. SV,ASaixr. : 1 J Frame 1 III ��S;f?� ' ?�t`(Y��1 Tag Line GRL ti. �lP�ta Bl�„ILl�lf�i'G R10F3',4�i r� eklnp Ground Brace Vertical a (GBV) v Typical horizontal tie member with multiple stakes (HT) 1:.lw.s of bra, cup of truaee (E8) Frame 2 II Ir7'.I''I �IuAp' Ily'i111 1�llf I I IIfiIIIII II Ihll'I ul III {IIrI ll��lll;4liui � TOPCHGRD iIl'��I'hl�lli�IIJ��ralMlfl'yll-��'�II��IJ�I)Illlirl�'TOP`�CHOAD', '' r i� �'.� 12 �I ly�il�i,, !111�1�1, 11 it , illd I � DIAGONAL BRACE 0� 4orgreater l;lilli141141 ni4l�Ii'till ('MINIMUM LAtiR4LBRAC E SPACING 'DBS) 0 X l —� _ SPAN a!IIiI1II�+I�f ry IIIIPITCHrlllll oPACING(LB'c) trussesT i l .� F j ��I,I�II� II oIA':Ir�lltli��111171.11 ii�FlA �NIIt+�lnwl{III, ;!' p� I S J to 32' 4/12 8' I 20 1 7 5 Over 32' - 48'1 4/12 6' 10 I 7 Over 48' . 60' 4/12 5' S 4 iiS ; j j i is Over 60' See a registered professional engineer / �f i i i / DF- Douglas Fir -Larch SP - Southern Pine .T ,? HF - Hem -Fir SPF - spruce -Pine -Fir All lateral braces lapped at least 2 trusses. 00. I' g ,yam ?• ,\ {,,, o � Top utorde that ere lateral fly braced can buckle togeth era rid cause collapse if there la no diago- a i { nalbracing, Diagonalbracingahouldbenailed if to the urderaide of the top chord when purling tt I Continuous Top Chord Lateral Brace A. Required - 10" or Greater I-=— Attachment Required ---�1 are. a ac ie , to the lopa,da of the top chord. - r�i�C6 TRE.1S� 4r-�-- ' V✓-ARNINd: Failure to follovithese recommendations could rnsui in personal injury or:damage to -trusses or buildings. :TOP CHORD P.11i�IrdUPA' STOP CHORD I,� :{ DIAGOhIALBFv CE I'P IPITCKI!�'L;'LAFERALBRACE SPACING (DB�I 12 k SPAN I DIFFERENCE SPACING(LES) (r trusses) �1 SPiDf . SPF HF -- ewl ? Up is 23' 1 2.5 7' 1 17 12 Over 28' - 42' 3.0 6' ` Over 42' - 60' 3.0 5' S 3 Over 60' I See a registered professional engineer '� IF - DouglasFir-LarchSP IF -Hem-Fir - Southern Pine SPF - Spruce -Pine -Fir Contnuous Too Chnrrl Lateral B�ac Required 10" or Gl Attachment ,Required - All lateral braces lapped at least 2 trusses. .\� • fj�i"f� fig,-t'r�r / a' r F \ b ra�y�,zC Topchords that are laterally braced can bu-kic togetherandcaliaecollapseifthereisncdiage- �^ nal bracing. Diagonal bracing �i,ould be naile,- 1}V rT.. to the and eroide of the I^ Y I r are attached to the topside of the top chord. _ Y - 1 m E_.SC.lSSQ,RS TrR.! SIS rrame 3 3ottom chord dmgon at each end of tf)e bui spacing as top chord: � ��II�i�I�l� NI ,1�,.,�,�yl.,,_�II l� I 4�;IIill�h�NIII!IrIIIIpIIy��Iplg � 171I11�7iy!ilil�I�l B! I�IiIhI�Ul119{U NI 'IN, MIIP��I111.1 H BOTTb JC ORS u ��IN4ll9f�ll !milli !�!� 11 O �iCHQR DAIIGONAL BRACE, ? iN P r / U to 32' 4/12 15' 20 15 Over 32' - 48' 1 4/12 15' 1 10 1 7 Over 48' - 60' 4/12 15' 1 g q l Over 60' 1 See a registered professional engineer �E�., bugles FirnLarch� , a r SP - Southern Pine ylFyxF�emtFirr(, �_.7{*xyy SPF Spruce Plne �Ir , i I +3 F, J�r7u+p}lax { i4yk I j . ll lateral braces to etl at feast 2 - Iws7 a 711�rµ`jt: M'NT''tI.JI' TI 1 1 ll III I! 'ili��: #t 1 J ` II rl�, KPZ .t t 4'Ivl �k Wsykxr,{ 1 Ify� L It1 14St h t�'�J'r ryf hr�ita { i 7.1 -Fr ONiICIF��ORL�fP�L�4N�Iil;.l. Cfoss ,rav°nu re�ate itig r; y ,l; at cacti End of the �x riding and at 20 ! r ... n:l.�ffiterva9SybS?,rn W i awtyl kh�t t': Up to 32' 30" 8' Over 32' - 48' 42' 6' Over 48'- 60' 48" 5' Over 60' See a registered QF Douglas Ffr Larch SP'= Southern Pi, HF Hem=Fir SPF' S puce Pin I: p t,�tir I l diagonal brace for oantlleJered + ^ ` trusses must be ! "'o ar-. I ace pld onwerilcall �; �r,�'lll s i webs in line the suprJOrt ....?.'_ .F. Top chords that are laterally braced can buckle together and ca use collapse if there is no diago- naf bracing. Diagonal braccng should be nailed to the underside of the top chord when purlins arc attached to the topside of the top chord. I I yj I i� lL8 s7 ` unm I. IIIIIIIIpIPihl II tii Top chords that are laterally braced can buckle q,'SP/DFlulllf SlpF1HF, togetherandcause collapse ffthereisnodiago- 16 10 alb in - gDiagonal bracing should be nailed 6 4 to the underside of the top chord when purlins are attached to the topaide of the top chord. 4 2 I nal engineer 4:7. Jyr ; , »I Continuous — Top Chord Lateral Brace -�— S Oil :1 PA I MU l!l1MJ M I�u ";;;SPACING( NOV. UP TO 24 3/12 8. 17 12 1 Over 24'- 42' 3/12 7' 10 6 Over 42'- 54' 3/12 'See 6' 6 4 Over 54' a registered professional en Ineer .wr - uougias t-ir-Laren SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. - Top chords that are laterally braced can buckle 10 gether a nd cause collapse it the re is no diago- rial bt acing. Diagonal bracing should be nalled to the underside of the top chord when purling are attached to the topside Of the top chord. ;:.M6N0:`!. r. RUSS vo. PLUMB Truss Depth 0(in) Lesser of D/50 or 2" t1/4.!4 Lz� 11aximum Plumb lisPlacement Line i T 11/4ti 12 3 or greater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Gre Attach mE Required Fi'lure to C, "s,collic 101jv �11 o na un jury or damag-e_f§%qJ ikd6in�builds' -INSTALLATION TOLER Length L(in) .......... Lesser of L/200 or 2" L(in) Lesser of of , L/200 or 211 YL 2004L ft 200" 1" 16.7' 250" 1-1 /4" 20.8' .1/ 300" 1-1/2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -Of -PLANE INSTALLATION TOLERANCES. 60, Frame 6 our) f, D,1,56,1: 12" 1 24" *60-1 1 2" 2'_ 36-1 */4 3/4" 3' 48" A' 4 5' 1 108" 1 2" 1 9' 1 i T t1/4" L(in) 1 /4" 4.2' 100" 112" 8.3' 15500". 3/4" 12.5' 6rffAROAr13k S3'STisl es 4005 Maronda Way Date: March 5, 2003 To: wilding Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #005006g Subpect: Valley Trusses Sanford, FL 32771 (407) 321.0064 FOX (407) 321-3913 All valley:tr-Usses labeled VT-" thru 100 are covered under the general valley sheet orovidied in the truss package signed -and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. Sir erely Tom s Ponce, P.F. Date: 3) lhls dell "vtv gn b for ar, IndlviJual bulldu,g mmponrn[and has been Teased Ott Worn, pmvldcd by U,e dlcnL lbe dalgnu dfsdatms any resportslbWty for damages as a result of 6,dty or tnremd mformaue.! sPeeffl-. .— and/or dvggn r—bad to the t— dolgov by the eUcnt and the mrredoas or ateuraLy OI lbts lnfm Uoa as tt mny eclat, Ina silo - dire prQ tmd°e—PL a—ponswwty or etctds o eoobvl with -9-1 to fabrla- U— b+aduog- stuP,nent and --Ja Uor. of ttuslo, Thls truss has been deslened ns an IndlvldOal bundmg ®Poocnt In--rdance w1U ANSI/TPI 1-1995 and N05-97 ro be InenrporaJed a Part of the b,dldlog dmtgn by a Bultding '3-19- r Iregtstaed oreblleet or P101esslonal —gweof. when renewed for "Pane+' by the b,d)ding detgncr. the deg- loadb,bn mho.-n must be checked IO be cure that U,e data shown lue to aglccmml pith We local buddb,g min, bN cnmarlc.ecnrds for wtnd oranaw In.dr- P"-A peedlo"o or special appUed Imdx Unless shown- mass has pot been do1g,M for Mtn.ge or oO paney loads- The cl-(V) ass,, mmpresston d,orda (top orboltoeOl ue _Un ously brand by ab—ihl.g ,,Jess othnrvbe apedlle.L Where b."e rbmd. 1. ,_,_ .rc col full- bma w_w, by a Prowh'PP�t rggld came. I)-cy -bould be braced at a masf.,m, °paring of 10--0' ..c Cnonodor . Plate -ban be mmmnc ulad from 20 gang. hot dlppcd 9-1-rd d steel meeth,g Crack 4U, rurlos othcnvbe s 9 AASfM A 653, FABRICATION NOTES Prior to fabrl=dl_,'be Ghrfrator sban .evlew this d.awmg ro,fj that tLb drawb,g b M mrJo®Bane on", We Nbrtotoes plans find to reltre . rs.otm,uo9 aesponslbdity for suer v E- floUoa Any dtaorepane,ea Bra 1„ be put h ""Ing before ehulog or robrtauan. Plata shah oat be Instilled —er knolholn- kn-Ls Or drstm'ed gtaln. Mcmbus shallbe cut Joe fight nOJng wood to wood bean,. Con- _ necfor Phlo -ban be 1--td on both taco or lbe brua w U, na.s fidty hobSddd and sba0 be sym. alma Ihc)olot ,udess aherwbe she.- A St4 Phtc b 5- wide x 4. I_g. A 6.6 phte b 8- wtdc x 8' Jong. Slots (hales) ram Parallel 10 Ibe ptatc length sp red- D—We cut. on web nvObus shah meet at U,e eentmld er.gbe webs +Mess olherwbe shown. Connector plate sac, ue minim,m, sues based on Ue (area shown ,Od may need m bra Ineio-d for c<,,, had. log and/or occttm sbesso. 71,b buss b not - be 6 Ure relardar,l tro td 'm,ber unleve— ss ou'c.wbe stu,wr>_ Por addHJ—W rrmmabao on a -t9 canna rerer m AfLA/TPI I-1995 'RECAUTIONARY NOTES 1 tOardog and a cilnO reeoo,—.chum.. arc be followul In a®rd,Oee �N,-tlandlmg slaWng apraem(, HlB-91. Tnao are b 61d wilb F—Buda, care rim lag bandtng redline, dclhery and lostauabon Io --old T®por°,y.nd pe.manen[braemg tdtog to mo Ina .ba)9hL and Plumb pm- m and roe r-h tk,g lateral forces shall be stgl,d and lnstaUerl by oU.c Car" 1 band- g b sacutW and -eenon brachrg b ahcays ItdlctL Norval prcnuUOO2Jy 2d1oO for Assn ".Uu sueb Iempon,y I'--1Og d,ut.g bUallon bck,,_ busts to avold IoPTdmg i domtonlog. The supctsbton o1 ereal— or sso shill be under We mount of penoos �crfcaml In (be, 1m t tjanou of t__ fe—local advim stun he sought If.ced.L aec'tngma of eonstr„eUan loads grmter n lmd n the dolg' shall not Ix apphed to ncs a1 any Ume No I—L' nlhcr tban the PA of Um —et 'on shall be applied le uses nntll alley all shall." rend bm h,g umplcle,L MONO VALLEY VALLEY TRUE COMMON VALLEY VALI VALLEY TRUSSES *(lypSUPPORT114B TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP.) ' VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. - VALLEY TRUSSES CAN BE CANT LEVERED UP TO TWO FEET. 11 WO: VALLEY SET IF LESS THEE! 3-0-0 THEN MOVE UTAGOUAL VVEB TO NEXr PANEL 1214 i Ill ' GR 516 OR 1g6 316 UTAOONAL YlEBS 1 416 316 416 1 416 REQUIRED WITH SPANS 214 OR GREATER THEN 26-0.0 316 / 214 214 TI: Vf QiY:7 PI WHEN OIGADHAL VIED PRESENT USE 4X6 PLATE (8) WHEII Ito DIAGONAL WEB PRESENT USE ZX4 PLATE VALLEY MEMBERS AT 24 • O.C. ITYPI I14 ' 310 0-0.4 214 214 \ _ VARIES 12 uPTUT 316 214 2t4 214 214 316 OR 3J60 2.4 718 I11 214 316 MAX 6.0-0 O.C. ITYP) 1 415 OR 1 416 214 I ' f 214 .1------- MAIL TRUSS SPACIJJG 4AX 6-0-0 O.C. (TYp) 1 I ® RELOW - 43- o.c. SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP #2 DOT CHORDS: 2X4 $P'g2 IT IS NOT REQUIRED 1'0 GHEATH TRUSSES WEBS: BELOW BERS .2X4 SP 93 PROVIDE ALL ENECESSARY TOPY SET. VALLEYECHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY PERPENDICULAR TO TRUSSES BELOW. BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP C1101iDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WIIEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET OF1 CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT B' O,C, OR A.SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED B' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LOIIG I. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14' EXCEPT AS S110jvN r 1 A1TS - • 1 [ .AItE TE20 CA TRIED PER ANSU1rPl 1-1995 Cout• 5ul)poi-t =aSA WARNING; READ ALL NOTES ON "I'S sI1Er_r. COPY Studs ®G 0-0 o.c. OF 1TIIS DRAWING 1'O BE 1 Joh: GIVEN TO ERECTIPIG CONTRACTOR. v g: 4005 MARONDA WAY BRACING WARNING: 05911r: 'rLy CIIIE: SANFOR71, FL 37.771 (407) 321-0064 Faz dU7 I ) 321.3913 Bwracing shown oo Uds drawlne b not crccuun hnUn B'etr b •put of the h.ualn am g• wA.1 unclog, fxntal A ad. g �° and C Live 16.0 pSf TOMAS PONCE P.E. v'hlch must be mrurder.d the b g or sltnllar btadug. sbown Is fortalcralsu trade "Rn pPrawg.j_d,a.btn0134-toreducr.bu projI�ggrer. Bracing char Itttral 6ndOg al ends ckn.g length. Prmtsl"" '1'C Drall 7•U Its[ LICENSE !IU(1500ti8 1890 CREQJBROOIL CI'.OVIEDO,FLJ2755 and s must he Addmoo.I h.neb,g of Ile oronll-lrveb re peCUle I IO�Uon dele mined b Nr` v Plate "'nute, TP 6 may r�'i'd- l5ee FIT.- y U,e bundmg dnlgner- sr orr'n. II L located at 58J ll'Ouoliro HC 1 iVU U-D lur Uriv c Madison %Vismnsla :5 7191. - ... .BC Vend -- 2.0 ysf .l.n.l'A I. —_ 71U5$ ID: VT Dale: 4-1.1-01 Duir-ac - Lbr- 1.25 Du[Fcic - PIT: 1.Z5 O.C. SPcicNlg: 240n Design Crilotia: 1'Pf Code Desc: I t.fl • fin fin n..n vts1c 1'1 Ilvl-U11MAHON This drsiglf is (.ran Indhidual builduig Imrnponcnt mad hvs been based on Inio,_Uon provided by the c11cnL The d,,,jgner dtrelah,n ory- rmpooarbolty to, dm r., . a n h faulty or Incollert hdonlnUoo_ spee1111vUons ,d/or dcslgna lunlbhed to if., taus dolp„ by the aenl and file rnncetntss oraeeuracy of mb I,Jv uo„ — ,a n.Iy rd to to v Apo- c0k prgccl and adepts no roponslbtUlr or ,socks no cou trol,rhh rcgald to fabno- Ibn_ I,a..dtu+g. ahlprncnt and hulalb Uor+ yr I,naa+�. Thb r.vy 1� peen .lea,gncd .a an IndMdual building con,poned In accordance MU ANSI/ IPI 1-1995 and NDS-9i to be b,mrpontcd ,u part of the bulldh,g d—in by a OutW,g Oelgner begble.ed mdnleet ..r prmosbnal ungi,merl. when ocrtewed for „ppronI by the bnildb,g dolg„cr, the Acslgu 4odb,gs shall,. ,nest be �,�eJ la be =a Ih,t tine dal. sho I are In agr,cmo,l wiU, Ure 1-1 buUdlr,g ender. 1-1 dsnvUe rernrds for wind or snow loads, Prq-et.r`cdnoUv,n vrapeehl oppled loads. Unless sl,o,m. truss Iran not been dalgned for slorarae or oceupanc7• lmds. The dnlgn ascurnc eomprcvfor, cbvrds lop or bnitl are c..U._ eusly bmecd by 3t, .fom Win � uni. aU,e U, spc.Mcd. where boliom b-1. to tendon are out fully braced hlen llr by a properly vppUed ngld -ding, they should be br..Rd m a ,r,actrnum sP eb,g of 10'-O' o.,: Conncelor plalrs shall 17c manufactuga red hmn 10 uge flol dfppcd 90F 11led sled meeting ASTM A 653. Grade 40...k- oUn,, al.a..,y FABRICATION NOTES Prior to r brio Uon. U,e nab le mrshau re.lee Unb dmwtng to reify u.at U,b drawing tr 1. mMom,anee ,.Ill the labrsmh,rs pbrn and to retire a rn„ltnu,nI •oponslblUty for such .cc1_ Ilotbr,. N,y dlaecpandea arc to be put in muh,g haute c Unr or fabrlo Uan. Pilo shall not be buollcd orcr knvthol_. knots ar dtstortcd grotn. Alen.ben shall be cut for light flUb,g wood to waad b-,tog. Con- ncernr pb to shall be loolcd m, tnth r, or Ure Ws. nllh Io Ua fully bnbc,lded and .hall be a)m. about the folnl unless oll,erwbc shown. A Sx4 pile Is 5- Bide x 4- bng. A 6,3 plat, b 6- w de :1 ff- Tong. Slots (holes) n n panikl to tl,v pbte 1u 91h ap, Uled_ Do.nble c.L• m. weh nnlwa,hall meet al the ev.b old of the ••ebs .inns: vthcrwbe sho+m. Co�.n , i.�r Pyle sties M wid"t- rl slro based on the I., shown Ilnd may need 1. be maeased for eolab, hand. g and/or strocacs. lhtr lrarsa tr not to be labrlalc1cd wi wIU, Ilre r,la,+bnl Irolcd 'umber old— vUmmbe ahmrn. For.ddlUonvl rJomouon v,n guallty cannel let- to ANSI/Tpl 1-19% PRECAUTIONARY NOTES All br.eh,g and ecstlon rccon,mcndaUo aro to be ('honed b, aeal,mne, wllh Ella ndlb,g b. t.bh,g A Ond.ns, 1110.91. 7rvsso ve to be handled usUr pan/enbr ore du,b,e banding aml bu,dtb,g, .IcU•cry and InalaU.Uon to scold damage Temporary andcrr p.sncnt brad„g for holding lnwo N • alnlglrl and pl.m,b pw- Ubn and for rcbl6,g btv.l I.rrr_r_s a1+aU be dolgn,d and Installed tar olhrrs. Cordui hand- ung tr. csscnllaI and occlhv, bracing Is J.-ap rcquifcd. Namial prcatiuuuall adWn Ier trvcso rcyulro such Iu,,pvrary bracing during buts UaUvn bettsee0 Uutses la aroW loppung and d.,nbnob,g. The saper.blun a __it_ of tn,sao h.I, be io+der the —,,trol er pmaru —perlevicad In U,e'bstallallon of 1,ru o' Prelfasmnal adoe. sbaU be sought tf ,,ceded. Co .b,iu,,.n ul eonsuaeU.,, load: g,e.ter thlin Um delg„ loads sha0 not /r appllcd la In.ve� al Illy Ih,n _ No Lrnds 011,..r Ihi„ U,e . weight el the rrr:Cl,ora al.nn N ol'Pb-d le Iluasa until tiller all I:,stcnbq;an•111-eing tr co,npleicd. v r't .r I JI 11YIJ I HIP GIRDER 2x OF WO:1-111'DETAIL BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO 6_4ORTE1,1 . OSB" NOT TO EXCEED -) A rO BE NAILED TOT -0_C.r . R�SS�S W/ 12't. ON CEN_ STAGGERED PRE—ENG'D TRUSS TOP WALL OF BUILDING A 1C A Jl V../A-/C.-! BL OCK[ V `fir FOR SHE/THING /J Ep ' HI-S °°.n"11111V: READ ALL NOTES ON THIS SHEff. �Mar�onda j A COPY OF 11-11S DRAWING TO BE GIVEN TO ERECTING cONTaAcroit_ 4005 MARONDA WAY BRACING WARNING: SA NFORD. rL 32771 ' Nndng sho+n on lhN drawing is r,vl erc.;llon b,v<I„q, wind bneln (407) 321,00G4 Fail 4 7) td<h b w purl of U,c bulldb,p dcslgn and ,+'hldrmusl tr q' lortal bn� _ (U 321-39131 shm.mtrf Faienl support of truss mrn,ben on,in to reduce bucWb+ ten g nr.k�I- brad., enrulderM b)•The bu0db,g dr<IIY,nr. Undng TOMAS PONCE P.E. mad°'° ana,vr lateral bracing ,t cml. and spceUled lxatlom detcnnh,e tLe bullldbrg destgbsr. LICENSE #0050068 Addill...I bmcong of the uncap _t,vd�re ma • he r 1890 GREENORVOK CT.OVIEOo,rLJZls6 Ilnus Pble IusUlule, iPl, b tooled at 59J D1OrnLb DISel 0 Aladboi wlxo.p Me.ao, s.nal. 7. .... .... .. _ Rug. Job: Dwg: Dsgzu: TLIr Clllf: TC Live ,rc I)ead 7.0 Tar 1. BC .Live U.t1 psr ISC Dead 1010�t_ I 0 I r11 33.0 psi Truss ID. HIP Dale: 10-20-00 DulFac - Lbr: - I.25 Durf ac -T11: 1.25 O-C_ Spacing: 24.01, Design Crileria: TTI code Desc: V:U6.;? nn- DESIGN INFORMATION This design Is for an Individual building component and has been based on Information prevlded by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to o spe- cific project and accepts no respomibgily, or exemi3cs no control with regard to fabrlca- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered amhltect 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 eppbed loads. Unless shown. Inns has not been desiged 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 mWng, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped g lvarnimd 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 fabricators plans and to realize a continuing resportslbWty for such veri- fication. Any discrepancies are to he put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Member shall be cut for tight tinting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with rills fully imbedded and shall be sym. about lhejoint 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 shag meet at the centrold of the webs unless otherwise shown. Connector plate si c 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 guaaty Control refer to ANSI/'fP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral fours shall be designed and installed by others. Careful hand- hng is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between Lmsses to avoid toppling and dominoing. The supervision of erection of trusse shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses untilafter all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB = 1.00 T 4-3-2 04-3 �Tr I WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# .TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 TI: A QTY:1 ==--- -- ===Joint Locations=====__==___=== 1) 0 0 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 7-0-0 k 16-0-0 7-0-0 Ilk 1 1 3 5 0 5X10 3X4 5X10 3-10-3 0-4-3 R R 30-0-0 10 9 8 7 2087# 3.50" 2087# 3.50" 100i. 30-0-0 100 (RO- -- 430# 430# �(RO-11-11) EXCEPT AS S1IONVN PLATES ARE TL20 A TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD, FI•. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 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 on to reduce buckling length. Provisions must be Pl H g gth. BC Live 0.0 Ps f O.C.Spacing: 24:On 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 TPII. BC Dead 1U.0 f Design Criteria: TPI LICENSE #0050068 frmss Plate Institute. M. is located at 583 D'Onofrto Drive, Madison. Wisconsin 537191. Code Desc: FLA 1890 GREENBROOK CT.0\'IEW,FL32766 I TOTAL 33.0 psf V:06.02.02- 13798- 3 Design: Matrix Analysis JOB PATH: C:17EE-LOKUOBSU25MP1i`ISUN1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ====_=========Joint Locations=====__====____ This design Ls for an indtvidual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 provided by the client- The designer disclaims any for 2x4 SP #2 3,5 continuous) braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty rinmr-mty infortnagesasaresultof faulty or incorrect Infortnallon, speeUlcations Wind Case- ASCE 7-98, C&C, V= 125 h, !� 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I- 1.00, ExP.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bylhecllentand the correctness oraccumey Support 1 734# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loe Type of this information as it my relate to a spe- Support 2 765# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 60 -734 BOT PIN clflc project and accepts no responsibWty or exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL hipment and trusses. This u"hasbeenwtaneda of trusses. This wss has been designed as an L/999 L=-0.08" D=-0.08" T=-0.16" ..TC...FORCE...CSI ..BC...FORCE...CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.07" 2- 3 -1582 0.32 11-10 1371 0.43 as pan of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 Designer (registered architect or professional engtneerl. When reviewed for approval by the T= 0.03" 4- 5 -1637 0.39 9- 8 1568 0.47 building designer. the design loadings shown RMB = 1.15 5- 6 -1582 0.32 must be checked to be sure that the data shorn 6- 7 -1794 0.37 are in agreement with the local building codes. local e1lmitfe records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-W o.n. Connector plates shall be manufactured from 20 gauge hot dfpped galvanized steel meeting ASfM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review 9-0-0 12-0-0 9-0-0 this drawing to verify that this drawing is In 1 2 4 G conformance with the fabricator's plans and to realize a continuing responsibility for such vert- flcation. Any discrepancies arc to be put in 0 0 writing before cutting or fabrication. - Plates shall not be Installed wet knotholes• 4X8 2X4 4X8 knots or distorted grain. Members shall be cut for tight fitting wood to wood beating. Con- neetor plates shall be located on both faces of the truss with nails fully imbedded and shall be T sym. about the joint unless otherwise shown. A 2Y4 5x4 pbte is 5' wide x 4' long. A 6x8 plate is 6' 2X4 wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web 5-3-2 4-10-3 members shall meet at the centruld of the webs unless otherwise shown. Connector plate sizes are minimumeesizes based on the forces shown and may nd to be increased for certain hand- 0-4-3 0-4-3 Iing and/or crecllon stresses. This truss is not 3X6 3X4 GXS 3X4 3X6 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Irlfortnatlon on Quality Control rcler to ANSI/TPI 1-1995 PRECAUTIONARY NOTES R F1 All bmcing and erection recatntnendalions are to be followed in accordance with "Handling 30-0-0 Installing A Bracing'. HIB-91. Trusses arc to 12 l 1 Ito 9 $ be handled with particular care during banding and bundling• deltvery and installation to avoid damage. Ternpomry and permanent bracing 1036# 3.50" 1036# 3.50" for holding trusses sses in n straight and plumb p ition and for resisting lateral form shall be 1 30-0-0 1-0-0 designed and Installed by others. Careful hand- (RO-11-11) (RO-it-11) ling ls essential and erection bracing ls g always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 0.2094 required. Normal precautionary action for scale = Instals reqion betweentrsuch ssestary oav lacingding Installation between trusses to awld IaPPWg and dominoing. The supervision I oererson of true shall be under the control of persons 1[ =Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: . SUNIV Truss ID: B experienced in the installation of trtrsses. Professional advice shall be sought U needed. CONTRACTOR. DSgty: TLY ehk: Dote: 6-18-02 Concentration of construction loads greater than the design loads shall not be applied to BRACING WARNING: 4005 MARON DA WAY 7'C Live 16.o Ps f DurFae - Lbr: 1.25 trusses at an time. No lmds other than the Y weight of the erectors shall be applied to SANFORD, FL. 32771 Bracing shown on this drtawing ls not erection bracing, wind bmcing, portal bracing or similar bracing whichis a part of the building deslgn,and which mustbe consideredby the building designer. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 " -trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for bteml support of truss members only to reduce buckling length. Provisions must be BC Live O.O psf O:C. Spacing: 24.0 iscompleted. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detertnined by the building designer. Additional bracing the RC Dead 10 Psf Design Criteria: TPI of overall structure may be required. (See HIB-91 of TPI). .0 Code Desc: LICENSE #W50068 rr uss Plate Institute, TPI, ls located at 583 D'Onofno Drive. Mndison, Wisconsin 53719). FLA 1890 GREENBROOK Cr.0VIEDO.FI-32766 TOTAL 33.0 psf V:06.02 0 - 13 - 38 uettgn: Mmru Analysis JOB PATH: C:ITEE-L0KU0BS)125A1PHISUtV1V 11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 couposite result of multiple loads. 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 component and has been based on Information by the client. The designer disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-,12 prowtded any responsibility for damages as a result of 2x4 SP #2 4,5 continuously braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13)responsibility faulty or Incorrect information. speciflcations Wind Case- ASCE 7-98, CIC, V= 125mph, 4) 15- 0- 0 9) 23- 7- 4 and/or designs furnished to the uuss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness or accuracy Ifthis information as it may relate t... pe- Support 1 727# Support 2 769# Bld Type= Encl L= 40.0 ft We: 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- c81c project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req X-Loc 0- 1-12 Vert 1035 Horiz Uplift Y-Loc Type exercises no control with regard to labrica- L/999 81 -727 BOT PIN lion, handling• shipment and Installation of trusses. This truss has been designed as an L=-0.07" D=-0.07" T=-0.14" ..TC...FORCE ... CSI ..BC...FORCE ... CSI 29-10- 4 1035 0 -769 BOT H-ROLL individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/TPI 1.1995 and NDS-97 to be incorporated Tall 0. 07 ^ 2- 3 -1435 0.40 12-11 1534 0.43 as part of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 englneerl. when reviewed for approval by the T= 0 . 03 ^ 4- 5 -1240 0.25 10- 9 1534 0.43 building designer, the design loadings shown RMB = 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, trues has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plate shall be manufactured from 20 gauge hot dipped gahanized 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 fabricator'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 shall not be Installed wet 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 miss with nalls 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 centmid of the webs unless otherwise shown. Connector plate sizes re minimum slzn 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 Ail bracing and erection mconunendatlons are to be followed In accordance with "Handling Installing 6 Bmcin9% 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 pol- Ition and for resisting lateral fortes shot] be designed and installed by others. Careful hand- t]ng is essential and erection bracing is always required. Normal precautionary action for trusses requhres such temporary bracing during installation between trusses to avold toppling and dominohng. The supervision of erection of lasses .hail be under the control of persons experienced In the Installalon of trusses. Professional advice shall be sought If needed. Concentration of conslrucllon loads greater than the desl),m lands that] 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. Ilk 11-0-0 1, 8-0-0 11 11-0-0 1 2 1 4 6 0 6-3-2 04-3 JL_ 4X6 3X4 4X6 0 5-10-3 0-4-3 T7� I R A 30-0-0 12 IL 10 9 8 1036N 3.50" 30-0-0 1036# 3.50" _1-0-0 �1.-0�0 (RO-11-11) I (I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 18.90GREENBROOK C D%Ir-Er_'a11- WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must he considered by the building designer.. Bracing shown-ts for lateral support of truss members only to reduce buckling length. Prowislons must be made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TI'I). ffnrss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: C Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 ac Live 0.0 psf O.C. Spacing: 24.0" 11C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 138nn- 3 ww.r, ,-rr. U-IIEC-LUAVUH.)lrUnlrni3Un'fP TICS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on hafarmation provided by the ebent_ The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to o spe- ciflc project and accepts no responsibility or "eroises no control with regard to fabrka. tion. handling. shipment and tnsiallatlon of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as par of the building design by a Building Designer (registered architect or professlonal 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. lord climatic records for wind or snow loads. p jmt speclflcatlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conllnu- ously bmecd by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied r1gld cet]ing. they should be braced at a maximum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabtication. the fabricator shall reviewthis drawing to verify that this drawing is in conformance with the fabricator's plans and to reallm a continuing responsibility for such vert- Ontion. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shag not be installed wer knotholes. knots or distorted grain. Member shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tam wtlh nads 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 spectiled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size 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 recommendations are to Ix followed In accordance with "Handling Installing Q 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 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 Irstal allon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installatlon of trusses. Profe 1-11 advice shall be sought B needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses unit] after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 716# Support 2 752# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 7-3-2 0-41-3 I WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We: 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1768 0.50 12-11 1525 0.41 2- 3 -1304 0.47 11-10 1522 0.41 3- 4 -1107 0.29 10- 9 1105 0.28 4- 5 -1308 0.48 9- 8 1522 0.41 5- 6 -1768 0.51 8- 7 1525 0.41 TI: D 9TY: ===__=========Joint Locations======__=_===== 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type_ 0- 1-12 1036 69 -716 BOT PIN 29-10- 4 1036 0 -752 BOT H-ROLL 13-0-0 4-0-0 13-0-0 1 2 5 0 4X6 4X8 6.00 6-10-3 0-4-3 T7� I n R 30-0-0 11 10 9 8 10-01036# 3.50" � ` 30-0-0 1036# 3.50" 1-0-0 (RO-11-11) I le EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (-11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TIC 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 pan of the building design and wMch must be considered by the building deslg cr. Bracing TIC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of anus members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.S 24.0�� Spacing: g• 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 H18.91 of TPI). BC Dead 10.0 ps r Design Criteria: TPI LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin537191. Code Dese: FLA la90 CREENBROOK Cr.OV1EDO.1`1_327" I TOTAL 33.0 psf I V:06.02.02- 13801- 4 Design: Afdrrix Analysis JOB PATH: CATEE-LOKUOBAlZSAfPHISUNIV 1117S: 06.02.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information• specifications and/or designs furntshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or exen,Lses no control with regard to fabrlm- thin, handling• shipment and Installation of truss-. Thb truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shn ow are In agreement with the local building codes. local climatic records for wind or snow loads, Project speclikatlons or special applied loads. Unless shown, tr sa has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- fkallon. Any discmpancles art to be put in writing before cutting or fabrication. Plates shall not be Installed met 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 nails fully Imbedded and shall be syan. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses, Thistruss is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional Information on Quality Conlml refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling InstaWng & 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 for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erecuon 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 loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is. completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 8-3-2 0-4-3 ri 1036# 3.50" 11-0-0-0 10 (RO-11-11) I EXCEPT AS SHOWN PLATES ARE (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064_Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced listless noted otherwise. Wind Case- ASCE 7-98, . C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -1746 0.34 2- 3 -1570 0.31 3- 4 -1144 0.30 4- 5 -1144 0.31 5- 6 -1570 0.32 6- 7 -1746 0.37 11 ..BC ... FORCE ... CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 4X6 30-0-0 TL20 GA TESTED PER ANSI/TPI 1-1995 WAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: anteing shown on this drawing b not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding destgn and which must be considered by the budding designer._Bm" shown.bfor lateral support of trusts members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detennined by the building designer. Addltional bracing of the overall structure may be required. (See HIB-91 of 7T11. frmss Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). TI: E QTY:3 _ _== _=====Joint Locations=======_======= =1) 0 0- 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) is- 0: 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 74 -680 BOT PIN 29-10- 4 1036 0 -718 BOT H-ROLL -6 0000 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 740-3 0-4-3 T7� 1 R 1036N 3.50" (ROU-I1-1 i) scale = 0.2094 Truss ID: E Date: 6-18-02 DurFac - lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmrir Andysis JOB PATH: C:ITEF1.0KUOBSl125A1PHISUNIV TOTAL 33.0 HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclalms 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 pmjmt and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/'IPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englnmr). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow, loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rtgld ceiling. they should be braced at a maxtmum spacing of 10'-0' - 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 dmwtng is In confortnance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be installed me, knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plats shall be looted on loth 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 -ntmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and tray need to be Increased for certain hand- ling and/or erection stress". This tens Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guauty Control infer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing 8• 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 Istoses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bmcing is allays required. Normal precautionary action far trusses requires such temporary bracing during Installation between trusses to amid toppling and dominomg. The supervision of erection of truss- shall be under the control of persons evperienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads stall not be applied to trusses at any time. No Inds other than the weight of the erector shall be applied to russes .t. unW after ail fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 616# Support 2 714# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -1746 0.39 2- 3 -1570 0.34 3- 4 -1144 0.30 4- 5 -1144 0.30 5- 6 -1570 0.32 6- 7 -1746 0.37 ..BC ... PORCE... CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 TI: El QTY:3 ==-==-========Joint Locations=====_=_======= 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0--0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 1S- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 0- 1-12 990 61 -616 BOT PIN 29-10- 4 1036 0 -714 BOT H-ROLL 15-0-0 15-0-0 1 2 3 5 6 7 r 6.00 8-3-2 0-41-3 n )12 990# 3.50" 4X6 10 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1090 GREENBROOK CT.0VIED0.F-32766 Design: Afarrir Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which Is a. part of the building design andwhich must be considered by the building designer. Bracing shown is for lateral support of truss mennbers only to reduce buckling length. Provisions must be node to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See III8-91 of TPI(. (Truss Plate Institute. TPI. is looted at 593 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.-ITEE-LOKUO8SIl25MPllISUNIV 0 Eng. Job: Dwg: Dsgnr: 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 7-10-3 0-4-3 1036N 3.50" (RO-11-11) scale = 0.2161 Truss ID: E1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac-.Plt:. 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 I I ' JB: SUNBURY I AC: 10# UPLIFT D.t.. WO: SUNIV WE: TI: F 9TY:2 DESIGN INFORMATION This design is for an Individual building component and has been based an bnformatlon provided by the client. The designer disclaims any responsibility for damages as n 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- c111e project and accepts no responsibility or e<emises no control with regard to fabrics. tion, handling, shipment and Installation of trusses. This truss has been designed as an tndhsdual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorpomlcd ns 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 arc 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 Itop 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 "Ling. 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 ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall reAm this drawing to veiny that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such ven- ficatlon. Any discrepancies art to be put In writing before cutting or fabrication. Plates shall not be trstalled 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 nails fully Imbedded and shall be sym. about thejolnt unless otherwise shown. A 5x4 plate b 5- wide x 4' long. A 6x8 plate is 6' wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc 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 recommendations arc 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 post - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling b essenlI 1 and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of ercctbn of trusses shall be under the control of persons experienced m the installation of tresses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectorsshall be applled.to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 0-3-14 1 1-6-2 MULTIPLE LOADS -- This design is the composite result of (multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, T= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 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- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 ==============Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13- ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 1 2 3 F4 24 3-9-14 9-10-13 5 4 209# 4.95" 423# 2.50" I (R1-6-0) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 9-10-13 scale = 0.4873 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W V (!M!arconda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 6-18-02 4005 MARON DA WAY TIC 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 building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of Iruss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" P TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified luatllons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. BC Dead 10.Psf 0 Design Criteria: TPI LICENSE #0050068 ffruss Plate Institute. TPI, is located at 50 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK MOVIEDO.F1.32766 TOTAL 33.0 psf V:06.02.02- 13805- 4 —go: comas nnarysra HUH IAIH: (A1tE-LVKUU851/73AlP111SUNIV HCS.• 06.02.02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F1 QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information• speclflrnUons 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 protect and accepts no responsibility or exercises no control with regard to fabrin- tlon. handling, shipment and Installation of uusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered an:hllecl or professional engineer). When reviewed for approval by the building designer- the design loadings shown must be checked to be sure that the data shwa are In agreement with the local building cafes, 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) am contbtu- 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 m trttum spacing of HY-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabric lion, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrlentors plans and to realize a continuing responsibility for such veri- flcaUon. 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 plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection dmsse. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendations are to be followed In accordance with 'Handling Installing S Bracing'. HIB-91. Trusses arc to be handled with particular tare during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand. Ung is essential and erection bracing is always required. Normal precautlonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection ns of trusses shall be under the control of perso experienced inthe tnswl]alion of trvsse. Professional advice shall be sought If needed. Concentration of construction loads greater than the deign loads shall not be applied to trusses at any time. No loads other Unan the ec weight of the erton. aha0 be applied to trusses unto after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 0-3-14 1-6-2 (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 MULTIPLE LOADS -- This design is the cengrosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 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- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 ==============Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13- ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 BOT PIN 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 Ilk 1 2 3 F 4 24 3-9-14 1 I M 9-10-13 5 4 215# 11.31" 417# 2.50" 9-10-13 scale = 0.4873 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chic Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bmctng shown on this drawing is not erection bracing wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407 321-0064 Fax 407 321-3913 which is a part of the budding design and -htch most be mm udered by the building designer. Bracing shown is for lateral support of truss members on to reduce buckling length. Provisions must be PPo y g BC Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. nnade to anchor lattml bracing at ends and specified locations determined by the budding designer. Additional bracing of me overall structure may be required. (See IIIB-91 of TPI). BC Dead 10.0 r Ps Design Criteria: TPI LICENSE #0050068 rfruss Plate Institute. TPI, is located at 583 D'Gnofrto Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890GReeNBROOK CI'.ONEDOXI-32700 TOTAL 33.0 psr V-06 02 0�- 13807- 4 gn: mmru marysis JUH PAIN: L:I1LL-LUKV0B311Z5AlPHISUNIV HCS: 06.02.02 DESIGN INFORMATION This design is for an indtodual building component and has been based on Information provided by the client. The dc�% igner disclaims any responslbWm ty for damages as a result of faulty or Incorrect Information, specificationsnd/or desigru furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a ape- clfic project and accepts no responslbWty or exemises no control with regard to fabrin- Ilon. handling, shipment and Installation of trusses. This truss n has been designed as a Individual building component In accordance 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 must be checked to be sure that the data shown are In agreement with the local building codes, local cllmatic records for wind or snow Inds, Project Specifications or special applied loads. Unless shown, truss has not been designed for storage - occupancy loads. The design assumes compression chords (top or bottom) are continu- ously brazed by sheathing unless otherwise specified. Where bottom chords in tension are nal fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'd 0 Connector plates shall be manufactured from 20 gauge hot dipped gatrantmd steel meeting AS7M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the febacotor shall review this drawing to verify that this drawing is in conformance with the fabrimtorb plans and to rmltze a continuing responsibWty for such vert- fleation. Any discrepancies are to be put in wTfung before cutting or fabrication. Phtes Shan not be Installed over knotholes, knob or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the trus with nalis 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 (r wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cub on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sites based on the forces shown and may need to be Increased for certain hand - UM and/or erection stresses. This truss is not to be fabricated with fire retardant treated )umber uodess otherwise shown. For additional mformattion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erecton reconOncedauons are to be followed in accordance with 'Handling Installing Q Bractng', 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. Rion and for resisting lateral forces Shan be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trussea requires such temporary bracing during installation between trusses to avoid toppLin and dominoing. The supervision of section o! trusses shall be under the control of persona experienced In the Installation of muses. Professlonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any ttmn No loads other than the weight of the erectors shall be applied to trusses until after all fastening and.bracing 'is completed. AC: 10# UPLIFT D.L. WO: SUiJIV'" TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C4C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl Le, 40.0 ft W_ 7.0 ft Truss in INP zone, TCDL= 4.2 psf, BCDL= 6.0 psf 1:mpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 EXCEPT JB:SUNBURYI 4-3-15 04-3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI_G 9TY:9 =_ = ===Joint Locations_______________ 1) 0 6-8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot 6-10-12 151 167 -355 Top PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 6.00 3-10-3 'I T0-0 4 3 281# 3.50" 1- 1-1-9 I 151# 2.50" _0_0 821/ �.50n 1 (R1-1-7) 1 7-� AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afdrris Andysis vv/iKIVINli: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng is not erection bracing, wind bracing, portal bracing or strNlar bracing which Is a part of the building design and which must be considered by the building dntgner. Bracing shown is for Lateral support of truss members only to reduce buckling length. provislom roust be made to anchor lateral bracing at ends and specified lotions determined by the building designer. Additional bracing of the overall structure may be requlmd. (See HIB-91 of TPI). !Truss Plate Institute. TPI. is located at 583 D'Onofrio Dave. Ftadbon. Wisconsin 53710). JOB PA771: C:17FE-LOXUOBSIf29AlP111SUN/V Eng. Job: Dwg: Dsgnr: 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 Dsf AI(ach {vitb 0) lUd Toe-Naift Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual building component and has been based on infarratlon 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- cBle pmject and accepts no responsibility or exercises no control with regard to fabil a - lion, handling, shipment and Installation of tresses. This truss has been designed as an Individual building component in aavrdartee 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 cWnallc records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage ear occupancy loads. The design assumes compression chords (top or bottoms) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc no fully braced laterally by a prop" applied rigid "Wng, they should be braced at a nraxtrnum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal a twd steel meeting ASIM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revtew this drawing to verify that this drawing is in conformance with the fabriatofs plans and to realize a continuing responsibility for such ven- Mation. Any dberepanelea are to be put In wining before culling 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 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- wlde x 8' long. Skits (holes) nm parallel to the plate length specified. Double cuts on web members shall meet 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- I1ng and/or erecWn 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 & BmcbW. IIIB-91. Trusses an: to be handled with parJeular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pes- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ting Is essential and erection braetng b always required. Normal preouumutry action for trusses requires such temporary bra" during Installation between trusses to avoid toppling and dominaing. The supervision a erection of trusses shall be under the control of persons expenenccd in the Installation of trusses. Professional advice shall be sought If needed. Concenlmtlon of construction Inds grater than the design loads shall not be applied to trusses at any Ilme. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1251Tph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L. 40.0 ft W= 7.0 ft Truss in INP zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L--0.33" D= 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB . 1.15 4-3-15 0-4-3 WO: SUNIV WE: Analysis based on SiB¢llified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI QTY:5 _ • •_== ==Joint Locations.= ............. 1) 0- 6c 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 11 1 2 6 0000 3-10-3 Attach with 0) 10d Toe -Nails Attach with (2) 10d Toe -Nails I I 7-0-0 4 3 281M 8.00" 151# 2.50" 1-1-9 7-0-0 82# .50" B EXCEPT AS SIiOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4854 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 oREENBBoolt Cr.ovIEDD.FL32766 Design: Afelfrir Aildhsir wAKNIN(,: 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 bmeing, portal bracing or sbnilar bracing which Is a pan of the bullding deshgnand 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 trade to anchor lateral bracing at ends and specWed locations determined by the building designer. Additional bracing of the overallstructure maybe required. (See IIIB-91 of TPI). r'russs Plate Institute. TPI, is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). and aarv. �..�.-e r ..,... ..,.................. Eng. Job: Dwg: Dsgnr: TLY CM: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: G1 Date: 6-18-02 DurFac - Plt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA NCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H 9TYA 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. specNcauons and/or designs furnished to the truss designer by the ehent and the mrreetness or accuracy of this Information as It may relate to a spe- e fie project and accepts no responsibility or exercises no control with regard to fabrim- tlon. handling. shipment and i""A non of trusses. This truss has been designed as an Individual building component In accordance with ANSI/'IPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineeri. when reviewed for approval by the building deslgner. the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building coda. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom! are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrlcatoYs plans and to realize a continuing responsibility for such verl- rim.on. Any discrepancies are to be put In before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Btung wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or ercetion stresses. This truss is not to be fabricated with fire mtardant 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 A Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- It1on and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essentlal and erection bracing is allays required. Normal precautionary action for trusses requims such temporary bracing during Wtallation between trusses to avoid toppling and domlnoing. The supervision of erection of trusses shall be under the conuol of persons experienced In the Installation of tntsses. Professional advice shall be sought If needed. Concentration of construction loads greater Ihan the design loads shall not be applied to trusses or any time. No lends other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125ntph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 4 Analysis based on Sirrplified Analog Model. MULTIPLE LOADS -- This design is the composite result of Multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 ==-------- ===Joint Locations=============== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL' 5-1-8 1 2 6.00 2-10-15 5-1-8 4 3 219# 3.50" 110# 2.50" 1-1-9 5-1-8 61# 50" I (R1-1-7) IC/L: -0-0 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 1890 GREENBROOR CT.OV1ED0.1"t.32766 Attach with (4) 10d Toe -Nails Attach with (1) lOd Toe -Nails scale = 0.6197 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SLINIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. Dsgnr: TLY Chk: I Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 whlch.is.a.part.of.the.bullding designand—hich must be considered -bythe building designer. Bractng shown is for lateral support of truss member only to reduce buckling length. Pmvislons must be - BC Live 0.0 psf O.C. Spacing: 24.Orr P g• made to anchor lateral bracing at ends and specified location detenubed by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). $C Dead 10.0 r PS Design Criteria: TPI rrruss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL. 33.0 psf V:06.02.02- 1381n- d �•^a••- ^•W •� �,., ,Uo rnrn: L:uCG-LUAUUHJIIL)Mf7fUUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer d1sclalms 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 covertness or accuracy of this Information as It may relate to a spe- cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handWg shipment and Installation of truss". This thus has been designed as an Lodhidual budding component in accordance with ANSI/7Pl 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when —,I—ed for approval by the building designer. the d"Ign loadings shown must be checked to be sure that the data shown arc in agreement with the lord budding codes, local climatic records for wind or snow Inds. project specification or special applied toads. Unless shown. truss has not been designed for storage or occupancy loads. The design assurnes compression chords Itop or bottom( are mntlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension art 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 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 responsibility for such ven- ficatlon. Any discrepancies art to be put in writing before cutting or fabrication. Plates shad not be Installed wee knotholes. knots or distorted grain. Members shall be cut for tight flitting wood to wand bearing. Con- nector plates shad be located on both faces of the truss with —its 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 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the wtbs unless otherwise shown. Connector plate size arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erecllon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on (duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with *11andling Installing & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundWg delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral forces shad be designed and Installed by others. Careful hand. Ling is essential and erection bracing is always required. Normal puecautlormry action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The s,pervblo of trecUon 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 loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to -trusses until after all fastening andbracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V- 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 .4- 3 -2 0.50 TI: H 1 9TYA --======-=====Joint Locations=============== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Lroc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL- 5-1-8 1 2 0-4-3 1 2-10-15 Attach with (4) lid Toe -Nails Attach with (1) 10d Toc-Nails 5-1-8 4 3 219# 8.00" 110# 2.50" 1-1-9 5-1-8 61# 50" -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6197 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIED0.F1_32766 Design: Matrir Analysis WAKNINki: 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 sinAlar bmctng which As a. par af.the.buildingdeslgn and which must -be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pi—Wons must be made to anchor lateral bracing at ends and specified lotatlons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. frmss Plate Institute. TPI. Is located at 593 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:17EE-LOKUOBSIl2SAfPIIISUNIIV Eng. Job: Dwg: Dsgnr: TLY Chk: WO: SUNIV Truss ID: H 1 Date: 6-18-02 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 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:06.02. 2- 1381 1- 4 TICS: 06.01.01 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: I 9TY:4 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 red/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer (registered archltmt 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 budding codes, local climatic records for wind or snow Inds. project speclflcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of lo-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A W. Grade 40. unless otherwise shown. �1i:T[�1tI[�7.1►[��i�� 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 dturcparteles 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 Light fitting wood to wood bearing. Con- nector plates shall be located on both faro of the truss with nabs fully imbedded and shall be sym. about the jotnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.c8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or crectlon 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 Ali bracing and erection recommendations art to be followed In accordance with "Handling Installing m Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between anuses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the .eight of the erectors. shad. be applied. to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125nph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 04-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 =====-==-=====Joint Locations=====__===____= 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION—— X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL . 3-1-8 1 2 6.00 3-1-8 F / 4 3 15411 3.50" 67N 2.50" Is3-1-8 37# 2 0" (R1-1-7) C/L: -0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports ' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY ch1t: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 © acing shown on this drawing I, not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of tress members only to reduce buckling length. Provisions must to BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the merad structure may be required. (See HIB-91 of Tpfi. BC Dead 10.0 psf LICENSE #0050068 frm" Plate Imlltute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890 GREENBROOK C'I'.0v1EDOXI-32766 TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: I Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesign: mmru nndrysit JUB PAIR: C:IIEE-L0KVUB51125AfP111SUN1V HCS: 06.02.02 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, specdl©dons and/or designs fumished to the truss destgner by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabria- tlon, handling, shipment and installation of trusses. This truss has been designed as an indMduaI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (mastered architect or pmfnslonal engineer). When mvlewed 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 lads. project specifiatlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced latemlly by a property applied rigid ceding. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crude 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabrientor's plans and to realize a continuing responsibility for such veri- ❑allon. Any dscmpancles 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 «ot fitting wood to wood tearing. Con- nector plates shall be looted on both faces of the truss with nalls fully Imbedded and Oral] be sym. about the join unless otherwise shown. A 5x4 plate is 5- wile x 4- long. A 6x8 plate is 6' wile x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be tncrased for certain hand- ling and/or erection stresses. This trussisnot to be fabricated with fire retardant treated lumber unless oUherwse shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bmctng and erection reconanendations an to be followed In accordance with'Handling Installing A Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- ilon 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 bmctng during installation between trusses to avoid lopping and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall to sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any Lime. No loads other than the weight. of the electors shall.be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 9TY:4 == _==== _ ==Joint Locations=============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACPIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 3-1-8 4 3 154N 8.00" 67# 2.50" 1-1-9 3-1-8 37# 2 011 (R1-1-7) C/L: -0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: �Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgiir: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf SANFORD. FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing• portal bracing or similar bracing which is a pert of the building design and which must be considered by the bullding designer. Bracing TIC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psr TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations deternAned by the budding designer. Additional bracing of the overall stmetunmay benqubed. (SceHIB-91 ofTPQ. BC Dead 10.0 pisf LICENSE #0050068 rrr+ss Plate Institute, TPI, is looted at 583 60nofrio Drive, Madison, Wisconsin 53719)• 18900REENBROOK Cr.0VIEDOXI-32766 TOTAL 33.0 psf Attach with (3) 10d Toe-Nads Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: 11 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uestgn: marm Attagsis JOB PA171: C:178E-LOKU08S1125MPHISU,\'Iv HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no respomflatilty, or exenses no control with regard to fabrtn- tion, handling, shipment and Installation of trusses. This lass has been designed as an individual building component In accordance with ANSI/'IPI 1-1995 and NOS-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 an In agreement with the lord building codes• loco climatic records for wind or snow loads, pmject specifications or special applied loads. Unless shown. I— has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied r4 pd ceiling. they should be braced at a maxtmum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASR.i 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 pla s and to mail= a continuing responsibility for such veri- fication. Any dlscnpancles 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 wool bearing. Con- nector plates shall be located on both faces of the truss with nals fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4" long. A 6x8 piste Is 6" wide x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the cent -raid of the wets unless otherwise shown. Connector plate sixes an minimum sixes lased on the forces shown and tray 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 Quallty Control refer to ANSUTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses arc to be handled with particular can during banding and bundling• dellvery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- mon 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 loPPwg and dominoing. The supervision of erecllon of lru sn shall be under the control of persons experienced In the Installation of cusses. profess ional advice shall be sought If needed. Concertina lionof construction loads greater than the design bads shall not be applied to tresses at any time. No loads other than the w•elot of the erectors shall be applied to trusars unlitafter all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V. 125aph, H= 21.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 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 to 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nultiple 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTY:4 === --========Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL' 1-1-8 1 2 6.00 Attach with (1) 10d Toe -Nails 1-441 0T 0-10-15 Attach with (1) 10d Toe -Nails � 1-1-8 � q 31 89N 3.50" 25N 2.50" 1 1-9 1 i 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPl 1-1995 Over 3 Supports WAKr41Ntj: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Dmdng shown on this dmwmg In not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the bu8dtngdesign and which musLbe.consldered.by the buiklingdeslgner. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and sinctiled locations determined by the building designer. AddlUonal bracing of the overall structure may In required. (See IIIB-91 of TPI). BC Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrlo Dd-. Madison, Wisconsin 53719). 1890 GREENBROOK Cr.0V1ED0.FL327W TOTAL 33.0 psf scale = 1.5123 Truss ID: J Date: 6-18-02 DurFac - Lbr, 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ••• - �..., .�.,,. a,.ucc-rd/nvvomrc)nu-rnaufvry HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cNc protect and accepts no responsibility or exercises no control with regard to fabrica- tion• handling• shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional englneert. 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 clunatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless olherwlso specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxtmum spacing of 10'-G' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mmUng 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 responsibility for such ven- Ocation. Any discrepancies are to be put In writing before cutting or fabrication. Plate shall not Ie Installed over knotholes. knots or distorted grain. Members shall be cut for light tilting wood to wood bearing. Con- nector plates shall be located on both face of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (hole) nun parallel to the plate length specified. Double cuts on wcb members shall meet at the ttntmid of the webs unless otherwise shown. Connector plate sizes am minimum size based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with flit retardant treated lumber unless otherwise shown. For additional Inm fowtlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'llandling InstaWng & Bracing(, HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pernumenl bracing for holding muses In a stmlght and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essenUal and erection bracing is always required. Normal Precautionary action for trusses requires such temporary bracing during Installation between muse to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced m the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 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 harked on truss. Shim or wedge if necessary to achieve full bearing. 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 WO: SUNIV 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. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J 1 61TYA =-============Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# Attach with (1) 10d Toe -Nails 0-10-15 Attach with (1) 10d Toe -Nails 4 3 89# 8.001, 25# 2.50" 1-1-9 1-1-8 1n EXCEPT AS SHOWN PLATES ARE TL20 CA 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 1890 GREENBROOK Cr.0VIEOOXI-327rG WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sunllar bracing whichisa- part -of the building design and which mustbeconsidered by the building designer. Bracing shwa is for lateral support of ins" rnembers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locatlors determined by the building designer. Additional bracing of the overall structure may be required. Is" IIIB-91 of TPd. rrruss Plate Institute. TPI. is located at 583 D'Onofriu Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsety: 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 scale = 1.5123 Truss ID: J 1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV 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 Infortnation, specifent ons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Inforrnallon as It may relate to a spe- elfle pmjmt and accepts no responsibility or exerciso no control with regard to fabrica. tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for, storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ce8in& they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanized 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 mahm a continuing responsibWly 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 tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stressm. 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 recommendations are to be followed in accordance with 'Handling Installing A Bracing". HIB-91. Trusses are to be handled with particular can during binding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing s always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and damming. The supervision of erection of trusses shall be under the control of persons experienced in the installation of !noses. Professional advice shall be sought if needed. Concenlmtion of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after Oil fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS- 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V. 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.00 T 4-3-15 0-4-3 4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 TI: K QTY:1 === -=========Joint Locations=============== 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0-• 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To ' TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 11 7-0-0 I 2 5 6 0 5XIo 5X10 6.00 3-10-3 0-4-3 T7� I 21-0-0 11 to 9 g 51 1447# 8.00" 1447N 8.00'r 1 l 99 21-0-0 �e1-1--9 430H 430N (I R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED ill ANSI/TPI 1-1995 scale = 0.2880 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psr DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing widchAs apart of the buildingdesignand which most be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live o.0 psr O.C. Spacing: 24.0rn TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detemtlned by the budding designer. Additional bracing of the ovem8 ma structure y be required. [See HIB-91 of TPIL 0 BC Dead 1U.Psr Design Criteria: TPI LICENSE #0050068 rr-- Plate Institute, TPI, s located at 563 6'0r frm Drive. Afadson. Wisconsin 53719). Code Desc: FLA 1890 CREENBROOR CT.OVIEDo.el.32766 TOTAL 33.0 psf V:06.02.02- 13817- 5 •••.,•6••. ••,,•,,•• ,,,,•,•Y„ w r-nrn: Laltt-LUAUUMljDMYIIISUNIV HCS: 06.02,02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- elflc pmJect and accepts no responsibility or exercises no control with regard to fabrica- Uon. handling, shipment and Installation of trluses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Deslgter Img1stered architect or professional englneer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or now loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Imds. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathtng unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid mWng, they should be braced at a maxfmum spacing of 10'4' 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 fabricatlon, 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 culling 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 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- wide x 4- long. A Gx8 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 minbnum e stzbased 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 6doration on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations arc to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses art to be handled with particular care during banding and bundling, dellvery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Mon and for misting lateral farces shall be designed and tmuilled by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing durtng Installation between trusses to avold laPPIm and dommotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads stall not be applied to trusses at any time, No bads other than the weight of the erectors shall be applied to trusses... after all fastening and bracing I, completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB = 1.15 5-3-15 0-4-3 T7� 1 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -1107 0.35 2- 3 -896 0.26 3- 4 -757 0.19 4- 5 -893 0.27 5- 6 -1107 0.38 ..BC ... FORCE ... CSI 10- 9 952 0.39 9- 8 756 0.29 8- 7 952 0.40 TI: L 9TY:1 ==_== _========Joint Locations=============== 1)0- 0- 0 5) 16- 2-12 9) 9- 0- 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0--0 3) 9- 0- 0 7) 21- 0- 0 4) 12- 0- 0 8) 12- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 744 60 -565 BOT PIN 20- 8- 0 744 0 -597 BOT H-ROLL 9-0-0 3-0-0 11 9-0-0 1 2 5 6 Mil 6.00 4X8 4x6 '110 9 745# 8.00" 11 1-99 - 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANI:ORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK LMOVIEDOYI-32766 Design: Afafri.t Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwbtg is not erection bracing, wind brachmg, portal bracing or sImIL r bmcbmg which is n.par of thebuilding design and which must be caroklered by the building designer. Bracing shuwn 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. ISee IIIB-91 of TPI). ,Tmss Plate Institute. TPI. Is located it 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOK11OBS1125A1PHISUNIV 6 00 4-10-3 0-4-3 745# 8.00" (R1-1-7) scale = 0.2880 Eng. Job: WO: SLINIV Dwg: Truss ID: L Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DUrFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13818- 5 11CS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: M QTY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==_ ==========Joint Locations=============== This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- proany rasp n the client'The geslas a disclaims anyresponsibilityfor damages a rouh of continuously braced unless noted otherwise. .0 3) 10- 6- 0 6) 21- 0- 0 faulty or incorrect Informallon, specifications pe PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125 h, IfQJ ----MAX. REACTIONS PER BEARING LOCATION ----- and/or designsf"mishedtothe[-- d-Igner Support 1 549# H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 2 581# Bld Type= Enel L= 40.0 ft W= 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN or this Infon wuon as It may relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 sf, BCDL= 6.0 20- 8- 0 745 0 -581 BOT H-ROLL ' tilt project and accepts no responsibility or exercises no control with regard to fabrics. L/999 Impact Resistant Covering and/or Glazinf gReq tlon, handling, shipment and installation of L=-0.03" D=-0.03" T=-0.0$" trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC... FORCE... CSI --BC! ... FORCE... CSI Individual building component in accordance with T= 0.03" 1- 2 -1083 0.37 8- 7 927 0.50 ANSI/TPI 1- 1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -827 0.27 7- 6 927 0.50 as part of the building design by a Building T= 0 . 01" 3- 4 -827 0.27 Designer )registered architect or professional 4- 5 -1083 0.4040 engineer). When reviewed for approval by the RMB = 1.15 building designer. the design loading, shown must be checked to be sure that the data shown are in agreement with the local building codes. local eWnam records for wind or snow bads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes campresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a 10-6-0 10-6-0 maximum spacing of lo'-o- o.c. Connector plates shall be manufactured from 20 gauge hot 1 2 4 dipped galvanized steel meeting ASTM A 653. 5 Grade 40. unless otherwise shown. 00 -6 00 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 read. 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 light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 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 cenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Bracing'. HIB-91. Tnuses are to be handled with 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- nlon 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 tnmes requires such temporary bracing during InsaLLsllon between trusses to avoid toppling and dominolng. The supervision of erection of trusses shall be under the control of persons experienced in the msallatlon of trusses. professional advice shall be sought If needed. Concentration of construction bads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of theerectors shall be applied to muses until after all fastening and bracing B completed. 6-045 0-4-3 I 4X6 21-0-0 8 7 745# 8.00" 745B 8.00" 1-11-9� ie 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 6REENBROOIt Cr.0V1ED0.FL31766 Design: Afwrir Andhsis scale = 0.2880 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: WO: SUNIV Truss ID: M Date: 6-18-02 TC ITve 16.0 psi DurFac - Lbr: 1.25 Dmeing shown on this drawing is not ereellon bracing, wind bracing, pored bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a part -of the building design and which must be conskiered-by the building designer. Bracing shown is truss members lateral support of trumembers only to reduce buckling length. provisions ssions must be Live 0.0 pS r O.C. Spacing: 24.0" g made In anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 111B-91 of TPI). BC Dead 10.0 j (� Design Criteria: TPI frruss Plate Institute. TPI, is located at 583 D'Onofrio Drtm hindison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psi V:06.02.02- 13819- 5 JOB PAIN: C:ITEF-L0KV0BS1I25AfPNISU,%11V NCS: 06.02.02 7-1 JB: SUNBURY I AC: WO: SUNIV WE: TI: P 9TY:4 DESIGN INFORMATION This design is for an Individual building component and has been bused on Informationprovided by the client. The designer disclaims any responsibility for damages as n 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 mformalon as It may relate to a spe- cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an IndNldal building component inaccordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional eng(neerl. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local buddbng codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, toss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are cmulnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceding. they should be braced at a maxtnnum spacing of 10%(r 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 shad reviewthis drawing to veiny that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ved- ficallon. Any discrepancies arc to be put in writing before cutting or fabrication. Plato shad not be Installed over knothole. 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 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 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate slur are minimum size based on the forecs shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with the retardant treated hunber unless otherwise shown. For addltlonal Information on Quality Control river to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with'HandWng Inslallbng d Dracing. HIB-91. Trusses are to be handled with particular care during ba ultng and bundling. delivery and Installation to avoid damage Temporaryand 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- ang is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during tnstarauon between trusses to avoid toppling and dommamg. The supervision of erection of trusses shad be under the central of persons experienced In the Installation of trusses. Prormak al advice shall be sought If needed. Concentration of construction Inds greater than the design lads shall not be applied to truces at any time. No lads other than the welght of the erector shad be applied to trusses unW after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 (1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!I Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C4C, V- 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Part L. 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI .,BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 7 T [3X61 3-1-3 8X14 2X4 2X4 1_ _7 3X4 11-2-3 8-1-0 8X14 0-7-4 3-6-4 65 4 3 1518N 15.00" 144# 1.50" �1-1-9 4-1-8 GABLE STUD PLATES (0) 2X4 (R1-1-7) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 __ = ==Joint Locations°====__________ 1) 0- 0- 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be . continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# WARNINti: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: 4005 MARON DA WAY TIC Live 16.0 psf SAN FORD, FL. 32771 Bracing shown on this drawing is not erection brachng, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the buddingdofgner. Bracing TC Dead 7.0 psf (407) 321-0664 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 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the werad structure may be required. (See HIB-91 of TPO. BC Dead 10.0 psf LICENSE #0650068 fDuss Plate Institute, TPI- is located at 5a3 D'Onafrio Drive, Madison, Wisconsin 53719). 11190GREENOR06Ker.oviEDoxi-32766 I TOTAL 33.0 psf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Dese: FLA Design: Afainx Analysts JOB PA771: C:ITE6LORUOBS112541PHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client- The designer disclaims any responsWilily for damages as a result of faulty or Incorrect bifornallon. specifications and/or designs furnished to the taus designer by the client and the correctness or accuracy of this Information as R may relate to a spe- cific project and accepts no responsibility or =erclses no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an indMdta) budding component In accordance with ANSI/'(PI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local chrnatic records for wind or snow loads. project specifications or special applied loads. Unless shown, uuss has not been designed for storage or occupancy loads. The design assumes compression chords pop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a property applied rlgid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shad be manufactured from 20 gauge hot dipped gal animd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall reviewd this rowing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responslbtdty for such veri- fication. Any discrepancies are to he put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' tong. A 6xB plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall nice at the centrold of the webs unless otherwise shown. Connector plate sues ore minimum sues based on the forces shown and may need to be increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire ietardanl 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 and permanent bracing for holding trusses in a straight and plumb poi - Ilion and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracbig is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and damineing. The supentsion of erection of trusses shall be under the control of persons experienced m the Installation of muses. Pmf_l."l advice shall be sought If needed. Coneenlration of construction loads greater than the design toads shall not be applied to trusses at any tale. No loads other than the weight of the erectors shad be applied to trusses until after ad fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper 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= 0.01" RMB = 1.15 WO: SUNIV WE: ®1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is -the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Part L= 31.0 ft W- 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 _L x TI: P 9TYA =_ - = =-=Joint Locations=====_=====e=== 1) 0- 0 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chorus are assumed to be - continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 4-1-8 4-1-8 1 3 CONTINOUS 0 6 7/16- OSB SHEATHING 1YA IYA dn12 0-T-12 T 3-1-3 4 8-1-0 I 1-0-7 0-7-0I.0-7-4 �L 1 7-0-8-0-8 6� 5� 4 324# 15.00" 3249 15.0011 1-1-9 8-3-0 1 1_1_q �_--= GABLE STUD PLATES (0) 2X4 I EXCEPT AS SHOWN PLATES ARE 1'1.20 GA TESTED PER ANSUIPI 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing SA NFORD, FL. 32771 which.is a.part of the budding design and which must be considered by the budding dmlgnen Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateml support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. TOMAS PONCE P.E. Additional bracing of the overall sUuctum may be requited. (See HIB-91 of TPI(. LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drh-e. Madison. Wisconsin 53719). 1890 GREENBROOK CMOVIE00.PL32766 Design.- Mdfrir Analysis JOB PATH: C:ITFF_-LOKUOBSUZ5AfPHISUN1V NOTE: TRUES SHIPPED TO FIELD IN TWO SEGMENTS. ATTACH IN FIELD USING 7/16' OSB SHEATHING NAILED W18d NAILS Qa 4.0- D.C. AT ALL CONTACT SURFACES scale = 0.1878 Eng. Job: Dwg: Dsgnr: TLY CU: WO: SU ICI V Truss ID: P Date: 6-18-02 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:06.02.02- 13820- 5 HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaim any responslbdity, for damages as a result of faulty or incorrect Information• specifications and/or designs furnished to the truss designer by the client and the coreclness or accuracy of this Infornatlon as It may relate to a spe- c. project and accepts no respom1bWly 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 nceordance 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 engmeed. 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 specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-(r 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 mallet o continuing responsibility for such verl- ftcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plat" 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 nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate st- 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 nm retardant treated lumber unless otherwise shown. For additional Infornallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'llandling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care durtng banding and bundling, deLtery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Ition and for resisting lateral fortes shall be designed and tnstalled by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action far trusses requires such temporary bracing during installation between trusses to avoid toppling and donalnoing. The supervision of erection of trusses shall be under the control of persons experienced in the htswilation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design (cods shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB - 1.15 7-3-15 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 TI: U QTY:1 =___====_=====Joint Locations-----------==-= 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 4-0-0 13-0-0 1 2 5 6 6.00 5X6 5X6 6.00 6-10-3 0-4-3 - 0 )i 3.00 0-3-8 �• -o�-0-38 --- ii 11 12-10-0 3-9-0 1, 12-10-0 11 11 10 8 I 1-1-9-9 1042# 3.50" 1042N 3.50 "1-1-9 ie 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (7) scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I CM:aironda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U CONTRACTOR. BRACING WARNING: Dsgnr: TLY Click: Date: 6-18-02 4005 MARON DA WAY TIC 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 building designer. Bracing rC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" p TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the bulldhng designer. Additional bracing of the overall structure may be required. (See Hlll-91 of TPI) BC Dead 100 r . Ps Design Criteria: TPI LICENSE #0050068 rrrrss Plate Institute. TPI, is located at 583 D•Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 189D GREENBROOR Cr.CRIEDOXI-32796 TOTAL 33.0 psf V:06.02.02- 13821- 5 HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dbelalnu any responslbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrca- Don• handling• shipment and installation of trusses. This thus has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered architect or professional engneerl. when reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data sham are in agreement with the local building codes• local cbnatic records for wind or snow loads. project specifications or special applied lads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) 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'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASITd A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri. nation. Any discrepancies are to be put in writing before cutting or fabrication. Plato In shall not be stalled over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with resin fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A &8 plate b 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 alas based on the forces shown and may need to be increased far certain hand. Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltional Inforwtion on Quality Control refer to ANSI/IT] 1-1995 PRECAUTIONARY NOTES A8 bracing and erection recanunendations ate to be followed in accordance with 'Handling Itutalling @ Bracing'. HIS-9 1. Trusses arc to be handled with particular ate during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. IBon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling b essential and erection bracing is always required. Normal precautionary action for tnisses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons uperenced in the installation of trusses. ice Professlonal advshall be sought If needed. Concentration b of construction ads greater than the design loads shall not be applied to trusses at any time. No loads other than the welghl of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T--0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 0-3-8 WO: SUNIV WE: MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 TI: V QTY:1 -=============Joint Locations==========___== 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 8-0-0 11-0-0 1 2 4 6 7 Q 3.00 I 5X6 3X4 5X6 3.00 038 P9 10-10-0 11 7-9-0 11to to 0 13 12 11 10 9 I 1042N 3.50 1-1-1-9� 104211 3.50" 1e 30-0-0 1�1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TYI 1-1995 scale = 0.2077 5-10-3 0-4-3 7T� I [(M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDOYI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this 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 b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the a•emll structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI, Is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psf TOTAL 33.0 Truss ID: V Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 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 a a result of faulty or Incorrect Information, specification and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnforauUon as It may relate to a ape- ciflc protect and accepts no responsibility or exercises no control with regard to Fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par 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 arc In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting 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 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 shag 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 nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A &x8 plate o 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate size art 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/TM 1.1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed In accordance with 'handling Installing R 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 stmlght and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling Is essential and erection bracing is always requbed. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dominodng. The supervision of erection of trusses shall be under the central of persoru experienced In the Installation of lasses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 781# Support 2 819# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.60" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.38" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" RMB = 1.15 T 6 0000 5-3-15 0-4-3 3.00 1 0-3-8 I 1 1042# 3.50" 11-1-9-9 WO: SUNIV WE; MULTIPLE LOADS -- This design is the ccuiposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3247 0.66 2- 3 -2946 0.54 3- 4 -3163 0.56 4- 5 -3163 0.56 5- 6 -2945 0.55 5- 7 -3246 0.68 ..BC ... FORCE ... CSI 12-11 2955 0.76 11-10 2629 0.59 10- 9 2629 0.59 9- 8 2955 0.76 5X6 2X4 cYl; 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (!M!aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIEDOXI-32766 Design: Afarrir Analysis YYAKNIN(j: 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 slndlar 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 for 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). frmss Plate Institute, TPI, is lasted at 583 D'Onafrio Drive. Madison, Wisconsin 53719). JOB PATH: C.ITEE-L0KU08SI125AfPlllSUNlV TI: W 9TY:1 === __=======Joint Locations=============== 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 2) 4-10-15 6) 25- 1- 1 10) 15- 0= 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1-12 1042 92 -781 BOT PIN 29-10- 4 1042 0 -819 BOT H-ROLL 6.00 l 3.00 038 4-10-3 0-4-3 1042# 3.50" scale = 0.2077 Eng. Job: ; SUNIT Dwg: Truss ID: W Dsgnr: TLY Chk: Date: 6-18-02 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: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13825- 6 TICS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: X QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #1 D MULTIPLE LOADS -- This design is the = == _ _ ===Joint Locatio==_ ns======___=== This design is for an individual building 2x8 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0 component and has been based on Information BOT CHORDS: 2x6 SP #1 D All COMPRESSION Chorus are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 prmided by the client. The designer disclaims any responsibility for damages as a result of WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 24- 9- 0 faulty or Incorrect information. specifications 2x4 SP #2 2,4 Design based on 2-ply laminated Bot chord. 4) 25- 0- 0 8) 15- 0- 0 and/or designs furnished to the truss designer 2-PLY TRUSS[ fasten w/3"X 0.120" nails in End verticals designed for axial loads only. by the client and l he correctness or accuracy staggered pattern per nailing schedule: End verticals that are extended above/below ------------ TOTAL DESIGN LOADS ------------ of this Information as It may relate to spe• TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Wind Case- ASCE 7-98, C&C, V= 125mph, Uniform PLF From PLF To ' cincp JectandacceptsnoresponsibWlyor Distribute loads equally to each ply. H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 exercises no control with regard to fabrica- tion. handling, shipment and Installation of Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 trusses. This truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 individual building component In accordance with Support 1 766# Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 ANSI/TPI 1-1995 and NDS-97 to be incorporated Support 2 766# BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 as part of the building design by a Building Designer (registered architect or p m MAX LIVE LOAD DEFLECTION: ..TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 enwhen reviewed for approvalby by the th L/707 at JOINT # 8 1- 2 -6390 0.22 10- 9 5873 0.33 Concentrated LBS Locatioengineer).rl. building designer. the design loadings shown L--0.50" D=-0.51" T=-1.01" - 2- 3 -10679 0.51 9- 8 6405 0.54 BC Vert L+D -195 5- 0- 0 most be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -10679 0.51 8- 7 6407 0.54 BC Vert L+D -195 25- 0- 0 are in agreement with the local building codes. localclimatic records for wind or snow loads. T= 0.29" 4- 5 -6391 0.22 7- 6 5874 0.33 ----MAX. REACTIONS PER BEARING LOCATION----- protect specifications or special applied loads. MAX HORIZONTAL LIVE LOAD DEFLECTION: X-Less Vert Horiz Uplift Y-LOC p Type Unless shown. truss has not been designed for T= 0.14" 0- 1-12 1684 0 -766 BOT PIN storage or occupancy Ioads. The design assume RpSg 1. 00 29-10- 4 1685 0 -766 BOT H-ROLL 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 rind selling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gouge hot dipped gahanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall msew this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- fimtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed ever knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the I-- with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sires are minimum sizes based an 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 flan retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'llandling Installing A Bracing. HIB-9I. 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 for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 3 315 0-4-3 2-PLYS REQUIRED 5-0-0 20-0-0 5-0-0 1 3 5 Q 3.00 8X10 10X10 8XI0 3.00 T 0-4-3 2_10-3 I 0-3 4-11-8 19-6-0 4-11-8 110 14 8 I 1685# 3.50" 1685N 3.50" 1-1-9 30-0-0 1� 1-9 196# 1961/ EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WAKMIRti: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X CONTRACTOR. BRACING WARNING: Dsgnr: TLY Click: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SA N FORD, FL. 32771 321-0064 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 TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 rt O.C.Spacing: 24.0 p g: (407) Fax (407) 321-39I3 TOMAS PONCE P.E. support of truss members on to reduce buckling lee PPa only g gun. Rovbwns mast x made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the merall structure may he required. (see HIB-91 of TPI). psf BC Dead L0.0 r ps Design Criteria: TPI LICENSE #0050068 Rr.ss Plate Institute. TN. is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Code Dese: FLA 1090 GREENBROOK(71'.OVIEDOXI-32766 TOTAL 33.0 psf V:06.02.02- 13827- 6 , 5". rn, nroa)'uu JUH YA-Ira: L:I1tt-LUKUUHJlIL5MY1fISUN1V HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any resp—Mbil ly for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the coneclness or accuracy of this Information as It may mlate to a ape- cinc project and accepts no responslbWly or esemises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an indlvtdual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Budding Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes• kxnl clanatic records for wind or snow Inds. protect specifications 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 cominu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally lly a properly applied rigid ceiling. they should be braced at a maximum spacing of 1(Y4Y o.c Connector plates shall he manufactured from 20 gauge hot dipped galanb<d 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 verl- ftc llon. Any dlscmpancles am to be put in writing before cutting or fabrication. Pbtes 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 nails fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the webs unless otherwise shown. Connector plate sizes am 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 Qtral ty Control refer to ANSI/9Pi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followed In accordance with -Handling InstaWng fir Bractrig", NIB-91. Trusses arts to he handled with particular ore during banding and bundling, deltvery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tosses requires such temporary bracing during Installation between trusses to avoid toppling and dorm notng. The supervision of erection of trusses 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 leads shag not be applied to trusses at any ttme. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D- 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB - 1.00 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CBC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 14 4.24 0-3-15 TI: Y 9TY:2 ==_=-_==== =:=Joint Locations=====______=___ 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Frofn PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL Attach with (3) 10d 'foe -Nails Attach with (3) 10d Toe -Nails 2.12J 0-4-15 I 6-7-15 4 95# 4.95" 1-6-2 3 193# 2.50" le (R1-6-0) "I" 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 0.634G = r-- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Y CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcing or stmibr bmcing which is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DUfFC1C - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Isfor lateral support of toss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bra bracing of tine oemg sru tcture may be re(See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI Ilubnd. g I-ICENSE #0050068 frruss Plate Institute. Till. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA —ode Des LA 1890 GREENBROOK CF.OVIEDO.FL32766 TOTAL 33.0 psf 138 6 Design: Matrix .4rdt•Jis !OR PATH: C:fl'F-F-LOBUOBSI125AIP111SUNII' HCS: 015.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z QTY:11 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. =__=== __= ===Joint Locations=====____=__=== This dcslgnis for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 9 15 3) 5- 0- 0 component and has been based on Information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 5- 0- 0 4) 0- 9-15 provided by the client. The designer disclaims anyrespons afllty continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION--=-- or rrectfordamagesasaresallof Information, Shim or wedge if necessaryto achieve full gbe supports. Interior bearinglocations should X-Loc Vert Horiz Uplift Y-Loc afaultyor designs furnished niched t and/or designs furuhed to the lNss designer truss design bearing. marked on truss. Shim r wedge if 4-10-12 107 141 -274 TOP PINS by the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 215 191 -390 BOT PIN ofthbInformation asIt may relate toaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125mph, 4-10-12 58 0 -43 BOT H-ROLL ctfic project and accepts no responsibility or Support 1 390# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 exercises no control with regard to fabrica- lion. handling, shipment and Installation of Support 2 274# Pip Bld Type= Encl L= 40.0 ft W= 5.0 ft Truss trusses. TIds thus has been designed as an Support 3 43# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf individual budding component in accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSI/TPI 1-1995 and NDS-97 to be incorporated L/684 at Mid -panel # 1 as part of the building design by a Building L=-0.09" D= 0.01" T=-0.08" ..TC... FORCE... CSI ..BC... FORCE...CSI Designer (registeredarchitect or professional engine<r1. µ' Whenhen reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -49 0.63 4- 3 -27 0.48 budding designer. the design loadings shown T= 0. 00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are in agreement with the local building codes. T= 0 . 00" local climatic records for wind or snow loads. project specifications or special applied loads. RMB = 1.15 Unless shown. truss has not been designed for storage or occupancy loads. The design assumes cornpression chords (top or bottom) are CmAtnu- 5-0-0 L ously braced by sheathing unless otherwise IlI specified. Where bottom chords In tenslon are ] 2 not fully braced laterally by a properly applied rigid ceiling. they should be braced at a �— 6.00 maxbnum spacing of I0'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanised steel meeting ASTM A 653. Attach with (4) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES TIlia—Ill Prior to fabrication. the fabricator shall review ppp ley this drawing to verify, that this drawing Lam conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are W 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 thing wood to wood bearing. Con- 3-3-15 neetor plates shad be located on both faces of the taus with naffs fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 0-4-3 5x4 plate is 5' wide x 4' long. A fix6 plate is 6" wide x long. Slots fled. run parallel to ] the plateto length specified. Double cuts an web members shall meet at time cenlroid of the webs unless otherwise shown. Connector plate sizes iz based the forces Attach with (1) are minimum ses on shown and may need to be increased for certain hand- 3X4 10d Toe -Nails ling and/or erection stresses. Thistnus is not to le fabricded cA'h fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecllon recommendations arc to be followed In accordance with 'Handling Installing A Bracing'. 1I13.91. Trusses are to be handled with particular care during banding and bundling, delivery and tnstallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shad be designed and Installed by others. Careful hand - Wig is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Wtallallon between trusses to avoid toppling and dominaing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses al any time. No loads other than the weight of the erectors shad be applied to I— until after all fastening and bracing Is completed. 3.00 I 0-3-8 L 4-8-8 ,� 4 3 215# 3.50" 108# 2.50" 1-1-9 59# 2f50" � 5-0-0 (R1-1-7) C/L: 4-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNINts: READ ALL NOTES ON THIS SHEET. Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing SANFORD. FL. 32771 which Is a part of the building design and which must be considered by the 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 to made to anchor lateral bracing at ends and specified locations determined by the budding designer. TOMAS PONCE P.E. Additional bracing of the metal] structure may be required. (See HIS-91 of MI. LICENSE #0050068 frnmss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.0V1ED0.FL32766 Eng. Job: Dwg: Dsgfu': TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psC TOTAL. 33.0 scale = 0.6314 Truss ID: Z Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Anahsis JOB PATH: C.ITEE-LOKVOBS1I25MPHISUNIV HCS: 06.02.02 DESIGN INFORMATION 'DLL+ design is fur an individual building component and has been based on Infonnaltan provided by the client. The designer dlscla " any responsibility for damages as a result of faulty or incorrect infonnallon, speeiftatlona and/or designs furnished to the truss designer by the client and the correctness or accuracy or this information as it may relate to a spe. eme pmJect and accepts no responsibility or mcrets- no control with regard to fabrics- tion, handling, shipment and Installation of trusses. This truss has been designed as an bldivklual building component In accordance with ANSInPl 1-1995 and NDS-97 to be Incorporated as part a the building design by a Building Designer (registered architect or professional engncerl• 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. heal climatic records for wind or snow loads. P-Jecl spee8ievtiOns or spcctal applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at o maxlrnus, spacing of 10'-0' o.c. Connector Plates shag be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTT1 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 reaku a continuing responsibility for such vert. flatlon. Any discrepancte3 are to be put in writing WOO cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members slab be cut for tight -rung wood to wood baring Con- nector plate shall be located on both face of the truss with nuts fully imbedded and shall be sym. about the Joint unless otherwise shwa. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate In 6' wide x 8' long. slots (holes) nun parallel to the Plate length specified. Double cuts on web members shall meet at the cenlrold of the wehs unless otherwise shown. Connector plate sizes am minlmhm n sues based on the fore- shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tntonnaton on guallty Control refer to ANSI/Tpi 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -11andling installing R Brachnhr, HIB-91. Trusses are to be handled with particular are during bonding and bundling, delivery and Installation to avoid damage. Temporary and Perrtnanent bracing for holding thus- in a straight and plumb pus. Won and for restating 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 mquhes such temporary bracing during installation between trusses to avoid toppling and dominaing. The supervision of erection of truss- shall be under the control of persons eapertenced in the twtallalion of trusses. Professional advice shall be sought If needed. Concentration of construction lads greater an ththe design kinds stall not be applied to trusses a1 any time. No loads other than the weight of the erectors shall be applied to trusses untilafter a0 fasleoing and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" To 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, EcP.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 QTY:4 __=== === - ===Joint Locations=== �_ ===_===_ 1)0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 6.00 3.00 I 0-3-8 0-10-0� 4 3 89# 3.50" 25N 2.50" 1-1 -9 13# ion EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports CIL. 1- -4 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CI7.0VIEDOXI-32766 Derign: Matrix Analysis VWAK14I14G: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a Pan of the bu0ding design and which must be considered by the building designer. Bracing shown is for lateral made to anchor LateralPport of bracing at es s and pecifiely dol�tioons determined by kling by the Provisions designer. be Additional bracing of the overall structure may be required. (See HiB-91 of TPB. B gncr. rrm, Plate Institute. TPI, is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). JOB PAIN: C.IT£F--LOKUOBSTI25AIPl11.SfINIV Attach with (1) 10d Toe -Nails 0-8-9 0-2-8 —� Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Deati 10.0 psf TOTAL 33.0 nsf scale = 1.5123 Truss ID: Z1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS- fit n7 m DESIGN INFORMATION This design Is for an Individual building component and has been based on Information providcd by the edent The designer dis sclaim a ray —PonslbWuy for damages as a result of faulty or Incorrect information. spec figtions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as 1t may relate to a spe- cific Project and accepts no resPonslblllly or exercises no control with regard to fabrica- tion. handing, shipment and Installation of trusses. This truss has been designed as an Individual building component a accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer fmglatered ambnecl or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked IQ be sure that the data shown are in agreement with the local budding codes. laml eli natlo records for wind or snow loads. Pmlmt specifications or special applied leads. Unless shown. truss has not been designed far storage or occupancy bads. The design wasumes conlPresslmn 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 milling,br ng, they should be aced at a maximum spacing of I ty-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped g tvard-d steel meeUng ASTM A 6W. 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 veri- fication. Any discrepancies are to be put in writing before cutting or fabrtcation. Ptates shall not be installed wen knotholes. knots m distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and ahad 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 ttntrold of the webs unless otherwise shown. Connector plate slur are minimum sires based on the Tomes shown and Wmay need to be Increased for certain hand- g and/orre ection slressn. This truss isnot to be fabricated with lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recammendatlons are to the followed in accordance with 'Handling Installing @ Bracing'. Ilia-9 1. Trusses are to be handled with Particular ore during banding and bundling, delivery and installation to avoid damage Temporary and permanent bracing for holding trusses to a straight and plumb pas - , d on and for rnistag lateral form abad be designed and Installed by others. Careful hand. ling is essential and crectlon bracing is always required. Normal precautionary action for trusses requires such temporary bractng during installation between trttsses to avoid toppling and domaoag. The supervision of erection of trusses had be under the control of persons exp he Praf— snout in lvice shall be ssought of U named. Concentration of constnmtlon loads greater than the design Inds shall not be applied to musses at any time. No lwids other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I- completed. JB: SUNBURY I AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB a 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, CSC, V= 125mph, He 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 d inENDDzzone, TCDL=44.2 psf, BCDL1 6.0Tpsfs IWact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTY:4 1)= 0- 9 =Joint Location s= 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 --- ----- TOTAL DESIGN LOADS --- Uniform PLF From PLF----To--- TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TIC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 114 88 -176 Top PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL T 1-2-7 0-8-8 I 3.00 I 0-3-8 2-10-0 i;_4 3 199N 3.50" 1-1-9 1 115N 2.50" 3-1-8 65// 2 50" EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANS1/TPI 1-1995 C/L: -0-4 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOA C1'.0V1EDO.F1.32766 Design: Afatrfr Analysis Over 3 Supports VV,MKNINU: 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 at the building design and which must be considered t>}• the budding designer. Bracing shown s for lateral sup Pon of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rrmss Plate Institute. TPI. Is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: C.17EE-1.OKU08S1125AfPlflStfN7V TOTAL Eng. Job: Dwg: Dsgnr. TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf 33.0 oaf Attach with (3) ]Oil Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01n Design Criteria: TPI Code Desc: FLA