Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
118 Crown Colony Way 03-1433 CO
PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER PHONE NUMBER ELECTRICAL CONTRACTORCt�, MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE d d SUBDIVISION cn PERMIT # CD '--)- 1(� ; _ DATE Lt - 1 " 03 PERMIT DESCRIPTION Cj L C�� PERMIT VALUATION - 3� of n SQUARE FOOTAGE c��Q�Q CERTIFICATE OF OCCUPP,NCY / COMPLETION This is to certify that the building located at 118 CROWN COLONY WAY for which permit 03-00001433 has heretofore been issued on 4/03/03 has been completed according to plans and specifications filed in the office of the Buildin Official prior to the issuance of said building permit, to wit as 1 complies with all the building, plumbing, electr' al, 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 BUILDING: FIRE: Finaled q Inspected ZONING: Inspected UTILITIES: Water ( Sewer Lines In '� �T(� �M �" Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Signs Storm Sewer 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-LI3RARY IMPACT FEE 01-OPEN SPACE Street Lights Driveway FEES PAID DATE APPROVAL DATE AMOUNT 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 4/03/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 118 CROWN COLONY WAY for which permit 03-00001433 has heretofore been issued on 4/03/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 4/03/03 91.93 01-RADON GAS TAX FEE 4/03/03 10.33 01-ROAD IMPACT FEES 4/03/03 847.00 01-RECOVERY FD/CERT. PGM. 4/03/03 10.33 01-SCHOOL IMPACT FEE 4/03/03 1384.00 WD IMPACT:SINGLE FAMILY 4/03/03 650.00 SD IMPACT:SINGLE FAMILY 4/03/03 1700.00 r. Pvm�s 6 � �(' l *4� OWNER BUILDING OFFICIAL / DA E CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: 03 I33" ADDRESS: 1 i ,?3 Cy- o-wy-,,- CAD CONTRACTOR: PHONE yr) 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. , S� `17/o3 cut=�—r \Engineering ., Public Works lutilities ❑Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) F CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: `-I -� 3 PERMIT #: O ADDRESS: CONTRACTOR: PHONE #: y(j1- y`1 J 6ea:-litp;� wlo -4 313alg ved, ao The building division has prepared a Certificate of Occupancy'for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. .-Engineering OFire "XubIic Works "Id" V5 ❑Zoning Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL, INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: `-] —'F --0 3 PERMIT #:" �3 " I q 33 ADDRESS: I l� Cr O wv--,, CDC CONTRACTOR: PHONE #: yv�)1- Ln 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. jEngineering 17 Public Works Utilities D Fire []Zoning DLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1.. I ve _. FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insuranoe Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 118 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 65 - 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): or ##.°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NAP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME I FBL3. STATE CROWN COLONY 1120294 SEMINOLE B4. MAP AND PANEL 67. FIRM PANEL B9. BASE FLOOD ELEVATION(S) . NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0045 E 4117195 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 89: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier 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' I ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3: a- 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 t FIRM? [] YES ❑ No X a) Top of bottom floor (including basement or enclosure) o b) Top of next higher floor _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) 00 o d) Attached garage (top of slab) _ _ft.(m) 0 o e) Lowest elevation of machinery and/or equipment u, 6 servicing the building (Describe in a Comments area) X f) Lowest ft.(m) ft. m adjacent (finished) grade (LAG). z o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade J o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 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 anv false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions r— IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO, Policy Number 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 agent/company, 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. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement orenclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) ❑ 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 community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA�ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, Q and E are conect to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810 SI NATURE ATE TELEPHONE G — %�D�Q 3 407475.9112 COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ 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 FEMA- ssued or community�ssued 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 COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions LAND SURVEYORS Address: 118 Crown Colony Way 300 COUNTY ROAD 427 SOUTH LONGWOOP, FLORIDA 32750-5499 TELEPHONE: (407) 830-9080 FAX: (407) 339-3630 CERTIFICATE OF ELEVATION Legal Description: Lot 65, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 65. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). D nick F. Cav6ne Florida Land Surveyor & -Mapper Reg. No. 2005 Licensed Businzss No. '.073 7-8-2003 Date Fieldwork Completed W.O.# 2003-8955 ur 1: �.n/nuL'L. ` IMPACT FEE STATEMENT / ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75411 ~ - BUILDING PERMI COUNTY NUMBER: UNIT ADDRESG:�/� _______________________________ TRAFFIC ZONE: ___ JURISDIC��ON: �� CITY OF S�Co TW PARCEL���! -/�)/1/}-/7��� ---' "~^^ �/�^��` SUBDIVISION: TRACTx PLAT �~�� ------------------- �� PLAT BOOK: PLAT ONNER NAME: `�=�f-------'-------' ADDRESS,., ' /- '�'... .... _---_....... ....... ---- APPLICANT NAME: ----------/'--------_---------------_---'----------------_---- ADDKESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USEx Residential WORK DESCRIPTION: Single Family Houses Detached - Construction ... .... .... ... __.... .... ____________________________________________________ FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF"",UNITS � ---------------------------------- ROADS -ARTERIALS CO -WIDE O ROADS -C(3LLECTORS NORTH O LIBRARY CO -WIDE Cl SCHOOLS CO -WIDE O STATE NT (PL8ASE PRINT NAME) ---------------------------------------'----- ,�i dwl unit $ 705.00 1 $ 705.00 dwl unit $ 142.00 1 $ 142.00 dwl unit $ 54.00 1 $ 54.00 dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE ' $ ll,285.00 ` ` NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **HQTE** 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 WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING nPPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION 8VFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHCULD BE MADE TO: � pAYMENT SHOULD BE BY CHECK THE STATEMENT NUMBER AND 'LEFT OF THE NOTICE. CITY OF SANFORD � BUILDING D[PARTlei ENT °/� NORTH PARK AVENUE ` P D. FL 32771 OR MONEY ORDER, AND SHOULD REFERENCE CITY BUILDING PERMIT NUMBER AT THE TOP ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING CITY OF SANFORD PERMIT APPLICATIOVW- �' I Permit No.: Date: 03/21/03 Job Address: 118 CROWN COLONY WAY Lot: 65 Parcel No.: 33-19-30-50S-0000-0650 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X LV Valuation of Work: $$°2;902:1 Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage OU 1-0 Owner: MARONDA HOMES INC., OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4W5 MARONDA WAY, SANFORD, FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 03/21/03 03/21/03 Signature of Owner/Agent Date Signature of Contractor/Agent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name RUSSELL KEITH SUMMERS Print Contractor/Agent's Name ... 03/21/03 ��. �'..��-�.�-�..�. 03/21/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date nor r�o DEBBIE TIME �0F Flo DEBBIE TIME NOTARY 6 My Comm Exp. 2/5 5 NOTARY v My Comm Exp. 2/5%05 Puauc A No. CC 999378 N PUBLIC a No. CC 999378 PeM Iy KNr ,Vn I I ottw I.D. PerAnaiy mown I I once. I D. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID Produced ID APPLICATION APPROVED BY Special Conditions: /�S,' f+ ` Date: 03/21/03 kcc)d-41 CITY OF SANFORD ELECTRICAL PERMIT APPLIPATORAW v2003 Permit Number: ------------ Date: 1 The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida _____ -- --------------1 n--'-------------i,-- — Address of Job: I I� �( CONYI CA non I I A l l t I n Yl 7) VIA r 13 1:41 Electrical Contractor: DANIELId. P Residential: Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Ap ant's Signature EC0001663 State License Number �A4 ► 1 _,- ,L1�A1JA1��(4 .k 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: 118 Crown Colony Way Mechanical Contractor: GARY CARMACK Residential-----V___— Non -Residential Lot: 65 Panel: 2 Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature — CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: ------------- Date: MAR 21 2003 The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida ---------------- ------------------------------- 118 Crown Colony Way Lot: 65 Panel: 2 Address of Job: Plumbing Contractor:--_—WILLIAM T.-SELF Residential: _ _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. ---�1� ----- Applicant's Sig ure CFC057039 State License Number 1I69I NINN NI N 110a ANINMNIN•NtA some" INM MARYANNE MOR 9 CLERK OF CIRCUIT COURT BEMINOLE COIMTY BK 04718 PG 1394 CLERK'S N 2003032006 RECORDED 02/21/M 02=16t27 PM RECORDING F"EE8 6.00 RECORDED BY L McKinley NOTICE OF COMAUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-SQS-0000-0650 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 65 118 Crown Colony Way Subdivision: CROWN COLONY General Description of Improvement Construct Q 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 TITLEHOLDER:i (If other than owner) `CONTRACTOR Mar_onda Homes, 1101 North Keller Read, Suite F. Orlando, FL 32810 (Name and addreim) CERTIFIED COPY SURETY (Bonding Company) MARYANNE MORSE Name and Address N/A CLERK OF CIRCUIT COUNT . >tiDA Amount of Bond LENDER ci I;K Name and address Bank of America. NA, 750 S. Orlando, Ave.. 0102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phones 407 646-6304 Fax 407 2003 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. Kempf Title, 200 W.III $t . Sanford. FL 32771, Fax: 407-330-5062. Phone: (407) 322-9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KE MERS Maronde Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this �btt — day of , 2003. ""4 1� Notary Public <<n DEBBIE TIME oT�ar o My Comm Exp. ZPjM a Pueuc No. CC 999378 Personalty Kno+�nt I I Oth.r 1 0.. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 65 Subdivision: CROWN COLONY Property Address: 118 CROWN COLONY WAY CM 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: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. IZI b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. M f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑O h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. 0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). M 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To Fo«ow 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. L 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/flrewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Friday, March 21, 2003 SIGNATURE: r (By Owner or Authorized Agent) PLOT PLAN for. DESCRIPTION: RECORDED IN PLAT B MAROh, _ . HOMES, INC. LOT 65, CROWN COLONY SUBDIVISION (Unrecorded) oo►c _ PAGE(S) PUBLIC RECORDS OF SEMINOLE COUNTY. FLORIDA a s' Ia 2a (i I DIN 0 GRAT'NIC 9f:ALE Q ! v V ?INA LOT GG O ui LOT 70 500009'02"E 72.50' I ,F, I rT ( I 6' CONCRETE PATIO \ I 40.00' I O MODEL: CHESAPEAKE a K' b (3-2) BLOCK FINISHED FLOOR I ELEVATION— T-44.19 DRAINAGE TYPE: 'A C(MCKETE i. DRIVE N- — —•_•_ F.C. 500009'020E 47.62' _ N CROWN COLONY WAY u D1 Z AA I 25.Oa 16' 800'09'02'E F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION ���+i�A'r'1•j;�:. PER ENGINEERING PLANS. y av E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS. NOTES: FLOW CER71F1CA71ON 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOO'O9.02'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT. 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP. THE STRUCTURE REAR; ?0' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE MTHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA, ODE; 75' J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X 7. SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 004SE BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP RENS►ON DATE: LOT 65 CONTAINS (SUBJECT TO CHANGE) A205 SQUARE FEET/0.188 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. ABBRE VIA T IONS/L EGENO: NO. -NUMBER P.T.-POINT OF TANGENCY R.-RADIUS PA -POINT OF INTERSECTION CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT L.S.-LAND SURVEYOR PAC. -POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVAILIRE ARC -ARC LENGTH L.B.-LICENSED BUSINESS O.R-OFFIQAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT CH.BRG.-CHORD BEARING S&U.E-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE. UTILITY d CENTERLINE A/C -AIR CONDITIONER PAD pDELTA (CENTRAL ANGLE) O.IlU.E.-ORA►NAGE tY UTILITY EASEMENT SIDEWALK EASEMENT t7'A VOi INC. LAND SURVEYORS AND MAPPERS 300 COUNTY ROAD 427 SOUTH TELEPHONE (407) 830-9080 17 LONGWOOD, FLORIDA 32750-5499 FAX No. (407) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED "FLORIDALICENSED AND RAISED SEA` OF A FLORIOA LICENSED SURVEYOR AND MAPPER I • REVISION DATE DOMMICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN II-1$•2DDZ CUF Dr NLIL CADD FILE: CROWNCOL65.DWG W.0.2002-12860 PLOT PLAN for: MAROh— , HOMES, INC. DESCRIPUON: LOT 65, CROWN COLONY 5UBDIVI5I0N (Unrecorded) RECORDED IN PLAT BOOK _ PAGE(S) PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA LOT 70 m ` Ii Q 500009'028E 72.50' 0' 5' 10, 20' V � y C4WH1C SCALE RCT � I Q M I ? I C va a CONQtETE FATIO \ ?'�• jj 01,00 LOT GG �: R',- I O V b 40.00 cz ui MODEL: tfi CH E5AFEAKE ' K ' b (3-2) BLOCK N FINISHED FLOOR I N I ELEVATION- r-44.'19 I on } o DRAINAGE TYPE: ' A ' I 0 N t I Z cz In in Z 4 S $ r� 0tA OR ej I fl " � zs.oa ' ��' I16 0 L I A05J �" 1� � I P 4 2. 7 Z I �C1J �1JG1 � �p `�E � � E - 4.2.8 J r . DRIVE / t ry / v N 10 U.E.) Q ati�� 500°09'02"E 47.G2' cmN CROWN COLONY WAY F.H.A. PLOT PLAN 900'09'02'E L P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS, NOTES: FLOOD CERnnCA710N 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING S00V9'02'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE R: ?0' REAR. HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN 75' PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA, 3. 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 004SE• BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17, 1995. THIS IS NOT A SURVEY. MAY' REVISION OAS.- LOT 63 CONTAINS (SUBJECT TO CHANGE) 4205 SQUARE FEET/0.188 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 INFORMA1ION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND. NO. -NUMBER P.T.-POINT OF TANGENCY R.-RADIUS P.I.-POINT OF INTERSECTION CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT L.S.-LAND SURVEYOR P,R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH, - CHORD P.C.-POINT OF CURVATURE ARC -ARC LENGTH L.B.-LICENSED BUSINESS O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UT1 ITY EASEMENT CH.BRG.-CHORD BEARING SM/,E.-SIOEWVILK 4 UTILITY EASEMENT D,U.dS.E.-DRAINAGE, UTILITY & CENTERLINE A/C -AIR CONDITIONER PAD aDELTA (CENTRAL ANGLE) D,IkU;E.-DRAINAGE R UTILITY EASEMENT SIDEWALK EASEMENT t7'A VONE INC. LAND SURVEYCMS AND MAPPERS 300 COUNTY ROAD 427 SOUTH LONGW'OOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) J39-3636 THIS 5URv�Y NOT VALID UNLESS EUBOSSED AND RAISED SEAL OF "FE THE LICENSED A FL IOA LICENSED SURVEYOR AND MAPPER REVISION DATE ODMMICR' F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 11-IS-7DD7 LUI oy NEIL CADD FILE: CROWNCOL65.DWG W.0, 2002--12860 Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "xX Aluminum Mu.liions Contact Name & Number: Christopher M fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Ii. Governmental Product Approval: A.. .gencY Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05102 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 Agency initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26102 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 - SEE CHART FOR d d d 'b d d • d`/�-FASTENERS CAULK TOP - OF MULL - t 3/8"MIN. #10-X 3/4" t TEK SCREW I WINDOW I WINDOW i HEAD I ti N�� W WIDTH ( HEIG-HT y� v•, ` nU NUMBER AND b o w 4 19-1/8 JAM 7/8" 1x3 MULLION (XFLA-26-1) ix4 MULLION (XFLA-39) FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 37" 5/8" 800 LB. MAX CAPACITY WINDOW JAMB 7/8" FLA-26-1) ix3 MULLION DFLA-39) #10 x 3/�lx4 MULLION TEX SCREW I 53-1/ I { t WINDOW t SILL CAU F BMULL M r 3/8'WN. OL j-- --- F PRECASTED - "- - SILL A - 3 1" ► ► ► ..3/4"MAX SEE CHART FOR VETICAL MULLION SCHEDULE INCH 35 PSF PU-45 TYPE OF FASTENERS + 4 � _ 26" --- 38_i 4 i. 0 x 3.0 —__ 1.0 ___ �K__ -- 4 3 1-- x I-1 2 TAPCONS U >- � ac o tY, i0_-5Z8'' ___ x 3.0 1.0--- OK_ --- -- 4 _3J60'' x 1— J2" TAPCONS --r.---- �' C~, ti _ 63" --- OK 4 ,�------ j x 1- J2 TAPCOT.S � _ r6-3 4'' ---1.0 1.0 x 3.0--- OK_-- ---OK 4 _ _3J160�_x T_APCONS ' c t 1 26" x 3.0--- 1`0 4 _f_-J2" 3 160�`' x 1-1 2a TAPCONS 18_ 174---1-.0 x 3.0 x3_.0--- ___ OK__ --- -- OK___ ---aK__ 4 4 3 160 x 1-1 2 TAPCONS �.---- A------ J60 x 1-1 TAPCONS C17 7q i0-1_:0 63" x 3.0--- ---OK--- 4 J6�" x_1_—J2w TAPCONS _ _ 1.0 x 3.0 1.0 x 3.0--- ---OK — 4 _3l60'_—x 1—J2" TAPCONS 26" 1_0 x 3.0_-- OK_-- 4 3 160� x 1-1 2" TAPCONS b k "; _ {8-1 4 _ �__T — —` 1.0 x 3.0 —_ --- —`_ — --- OK--- 4 4 3 160 x 1-1 2 TAPCONS —--r.---- R------ Jfi 1_— J2 TAPCONS a 5� cu Z! ,0_—_5 J•r Z_ _ 1�0 x 3.0__ — _OK --- ------------- 4 _x 3J160�' x 1—J2" TAPCaNS A d 63"3.0 x 4.0 ^— OK ---Og -- 4 3j60 —1 x_TAPCONS a` H ; 6 26" _ 1_O x 3.0 OK--- 4 4 40''-x 3 160 i—I 2-`' TtP'CONS 2 TAPCONS � y a F8_1T4� __— 1.0 x 3.0--- ---OK— 4 160" _x__1-1 1-1 TAPCONS ci � 0 4 o_BZT _ 1_0 x 3.Q--- --- -- 2�_1 _3 -f -�--- 4i_x x 2" ,b-- i_ 12 a o --- -__ TAPCONS 63" 1�0 x 3.0 --- OK 2 B=3 4�' -- -- j40" x l-1 TAPCONS i.0 g 4.0--- Og--- 2 _ 1 4V' x i-1 2' TAPCONS AGrURER NAME: 4 MASTER Fi[E # -7 s b FASTENERS NOTES: °a 1) AL 8 L EXTRUSIONS' ARE ALLOY 6083 T6, a 2) wI1S1�I THERE IS ONE TAPCON (1/40" X 1•-i 2') CHARLES A ' PA till, p. E ON EACH ANGLE LEG, THE TAPCON BE F 2 � a SHALL FL REG. ENG.. �/ 49121 PLACED ON MULLION CLIP CENTERLINE. o q q 2 DATE 3/21/02 3) CONCRETE COUPREssM STRENGTH = 3,000 PSI b AT 28 DAYS. b 11 rl0l a 'NDRANDEX PAGE 30 rrur�. 1) ALL AL OR 606 Z) WHEN i ON EAC PLA 9) CONCCRE AT 28 1 CHAi1LES , FL. REG, DATE MT" HMAS DW SILL SH HEAD DW SILL M HEAD A �C W N V A ti W 4 V z- 'TQ)04 (Z) koco : ti NORANDEX PAGE 24 a d o FAC'CMR NAM., (2) 110 x 1 3/4 PH-SMS IN 3/16*0 x 2-3�4" TO TAPCON THRU I BY BUCK,(SHOWN) WITH A 1-1/4 MIN EMBEDMENT INTO ILASONRy. SEE ELEVATION FOR ANCHOR SPACING. (2) /10 z 1-3/4' PH -SUS INTO -2 z BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1 3/4' PH-SMS INM 2 BY L 2 OPTIONAL BUCK WITH 1-1/2' MAN. EMBEDMENT.BY SM ELEVATION FOR ANCHOR SPACING. WOOD BUCK 1 WOOD BUCK I CAI STEEL EE Q' PANm & 60.0 D.P.. GLASS Ma IAL18B L9LSRT Na OF '3• ( on 46 4s ie tat 24 46 57.5 46 67 6 to 24 6' a0* (31 "abTs to 67.5 60' 66.7 6a.7 26 f (26) 66.6 ea.a to a• 96" (4 46 46 46 3o 24 4a 46 to 6' 4fl9 46.9 24 (3) 636 6S6 t6 2 1i6.4 16 96' (R•6) 64.6 lu,6 6{ a 64.6 10 M PAR = ZM 1NDA as PANEL SIM WIDTH 11M AS REQUIRED j TYP. JAMB. SECTION 1OD SHIM (SHOWN) MUDD TRACK AS REQUIRED I BY 2 $Y BUCK (2) 3/16'0 x 2-1/4• TAPCON 08 UTAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPICING. +. a NOTES: 1 SHIM AS REQUIRED,. MAIL SHIM STACK 1/4'. 2� ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6• k e a 3 OR T6 WITH TYPICAL WALL THICIUIESS OF•0.62' .e USE HIGH QUALITY •CAULK BERM WINDOW FLANGE. a 4; GLASS THICIMW BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZ& y � PAL 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE" LOCAL LAWS, - BUILDING CODES, ORDINANCES OR OTHER SAFETY fa HEADER AND SILL SECTION REQUIREMENTS REST SOLELY WITH '� ARCHITECT, TYR I B BUCK 7) BUILDING iE caiaPR sLvNER 08 'E STRENGTH - s OOD PSI �-+ r AT 28 DAYS. 1 4- 7F.IEPBREO GLASS -- Na. OF AMMAS ti1MM GLASS DOOR ANALYSIS CNABL No. OF No: OF Awlim 5 ANCHORS 7Q O1S(GR InAD CAFACRY-ttsF JAMBOwl 0 6 6 6 a a a a t0 10 t0 2017 147.Yf6' -6' M760' 1YL676' 7a.tC IW mom tot - t47.076' 99.6' SLOW tt �4) aw (3) 60 (R•6) ea' (4) 66.7 i 69.4 u h a0 rRm JAMB 6 66.7 09.4 Z4 6 66.7 98.7 60.4 77.4 16 24 a 6 a0.7 636 t6 a 617 66.7. aSe 76.3 to 90 a 6 66.7 6ll 60 76A 60 ep 10 &0 R4 9 t0 10 BO 60 t6 t0 to to to . to 152.76G. 11137b' 7Q6' E36Y6 gr (3) ire' (26) 4WL3 6K3 24 10 e6.7 71.3 18 10 66.7 as.9 e87 73.6 66.e 86.2 t6 20 to to to to SI&EL IlEINF. LL 10' PANELS do 60.0 D.P. 1/4" SHIM -� ) MAX 0 o R 0 ��a" tz (2) 3/16`0 x 2-3/4` fay "\ F b b TAPCON OR MIAML W t e e DADE APPROVED CONC. Q' A FASTENERS. u SEE ELEVATION FOR ca �+ t e " e ANCHOR SPACING. a >bo 0 tl � rA � e X X X X PANEL _ wo w PANEL PANEL PANEL am s h syr (41372) tusuor NORANDEX PAGE 23 (2).11 x 1-3/4' PH -SUS INTO 2 BY BUCK OR 3/18'0 a 2-3�4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4 MiN. EMBEDMENT I M MASONRY. ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SUS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L OPTIONAL 2 BY WOOD BUCK (2) #10 x 1 3/4" PH -SUS INTO 2 By BUCK W M 1-1/2" M. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING uU TRACK AS REQUIRED (2) 3/18.0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 3/16" TEMPERED GLASS Q4 PANEL SIZE INCHES DESIGN IAAD NO. OF ANCHOR SCREWS IN FRAME CAPACITY—PSF o q1-4 HEAD AND SILL JAMB q WIDTH/HEIGHT EXTERNAL INTERNAL Xx xxx xxxx ALL cli N A o w 30die` x 59'.%" 53.3 55.8 10 16 18 6 t5 �co 361/te" x 591/z " 49.8 49.8 12 18 22 6 h o 30 his' x 791/2 " 16 .7 49.7�IL2 1:::4�5 ��. 20 8 36 %ie' x 791/2 " 4518 22 ±::ij � SERIES 600 AfnUU ►_Iu SLIDING CLASS DOOR. ALL OPERABLE PANELS FASTENER CHART h ti co CENMM MMA B.O.A,Fi'. (2) 3/18"0 x 2-3/4" TAPCON OR MIAMI o v ♦ ��, B 1PD)1R A g A i i x WDOD BUCK DADE APPROVED CONC. FASTENERS. SEE ELEVATION FOR y !,, Ma k o if MAN= ANCHOR SPACING. p' s bQ h � htpq ai o`c� b S• f4 __SS ' W • � lL N {� a ry V ' 1 SHIM AS REQUIRED- MAX SHIM STACK 1/4-. 2 ALL. ALUMINUM EXTRUSIONS ARE ALLAY 8063-T5 OR TS WITH TYPICAL WALL THICKNESS OF 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE FA300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE. 6) THE RESPONSIBILITY FOR SELECTION OF Nqq)iAND$X PRODUCTS TO MEET ANY APPLICABLE LOCAL MUVS BUILDING CODES, ORDINANCES OR OTMr SAFS7IC, REQUIREMENTS REST' SOLELY NTH THE .ARCHITECT, BUILDING OWNER OR CONTRACTOit 6) CATT COMPRESSIVE STRENGTH s 3;000 PSI I --- 11— MAX (ZBY2) (4BYZ) Tmfcn oatnt l NORANDEX 10 X 1-3/4` P.H. S.M.S W/1-1/2" MiN. EMBEDMENT SEE EMA7I6N FOR ANCHOR SPACING. � # 10 X 1-3/4` P.H. S:M.S: W/1-1/2` MIN. EMBEDMENT SEE ELEVATION FOR .ANCHOR SPACING. NO N TES- 1 :Sm AS REQUIRED, MAX SHIM STACK 1/4'. 2 ALL ALUMINA . UrRUS10N5 ARE ALLOY 6063-T5 09.18' iliTli TYPICAL W THIC[UIESS OF 0.62" . 3 USE ATGH. QT1AL1`1'Y C3ktlLit jBEHDZD 1PiNDpyF FLANGE. 43 GLASS. THIC •.DAMED ON TABLE Bi300 GLASS CHARAHD �kY''VARY DEPENDING ON =r. 5) TS- THS '=NjfSi W.Y..?'OR SELWTION or NORANdI?X PRODU'Cl TO ;NFM :ANY APPIICABLE LOCAL LAWS, BUIMIN X011M. ORDIHAN¢ES OR OTHER SAFETY REQUIRIEWMBEST SOLiSl,Y WITH THE ARCHITECT, 09 HUIIMG f V)=-. ,O& =NTRACTOR 8} NOTE 3NA1GA'fES ,THAT E UAL. FASTENERS AT �� ^-�--- �� om ALT. FIN ATTACHMENT UNDER SHEAmH NG � CYNTRAL FLORWA WO.A.F. MAPWACTUM NAMBa oR41v2> -- MASTER FILE # 3 HEADER AND SILL SECTION /t—t/zi � ��EDMEN OR WOOD FRAME ANCHSEE-OON SPACING. 1 U IO X 1-3/4" kH. S.M.S. W/1-1/2' MIN. SIMEDMSNT SEE'. SIEVATION FOR ANC11OR SPACING. / i SHIM MAX (TOP AND BOTTOM) CHARL&. L:, 'P E FL R&G: ENC. 49i21 DATE:. 3/a7/4a ON3 WINDOW FASTENER. _W0. SCHEDULE rq T ANCHORS - HEAD/SILL NO. ANCHORS jAmB Im 35 45 60 35 45 60 coq PS PS PS PSP 2 2* 2 2 2 W, . _2 2 2' z 2 2 25' A C3 -2. 3 g+ 2 2 2 co gZA 2 3 4+ 2 E.,3 _g 3 3• 4+ 'f- '� 3 3 3 3 _5/6 2 _2 2 2 2+ 3 3 3 2 3 3s 3 g g 2-1 8' �3 g 4+ 3 3 3 • 5=12 62" 3 ' _2 2 2+ 2' 3 4 4 4 4 g4grye � q 4 a �.� 1_16� =12� 3r 6-3/4" 2 3 3 2 2 3 2+ 2* 3 � 4 4 5 5 3• 4* '.1- 4 5 5 ��Gyj!pgp W 4'. "�Qy3� Y v a� bb p all b d t M' O.C, low , -�IIETAIIrC I/�� _-DVrAIL-s /�/% NORANDEX PAGE 10 10 X 1-3/4" P.H. S.M S. W/1-1/2' MIN. EMBEDMENT $ 10 X 1-3/4" P_H. S.M.S. SEE ELEVATION FOR ANCHOR SPACING. I4/1-1/2" MIN. EMBEDMENT SEE 0 cov U J_ .750 TYP ELEVATION FOR ANCHOR SPACING �UFACTMMR N"E, : .� TIP. T F # Ti .t KFLA-40 ALT. FIN ATTACHMENT � 10 X 1-3/4" P.H. S.M.S. ENT 415/416 W/1-1/2' MIN. EMBEDMENT UNDER SHEATHING SEE NATION FOR ----------- r- FOR ANCHOR SPACING. --- 1. 0 I . I CALL 1 SIZE WIDTH HEADER AND SILL SECTION WOOD .FRAME TYP. JAMB SECTION 0 WOOD FRAME 1/4' MAX -- SHIM (BOTH X 1-3/4' P.H. S.)LS. 1/2' MIN. EMBEDMENT ELEVATION FOR [OR SPACING. CHAR IS A MU- Pp R. FL REG. EW 149121 DATE. 3 /27 AP WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN HORS NO. ANCHORS' WIDTH HEIGHT HEAD%OSILL JAMB INCHES) INCHES) SUE NOTE 6 PS PSF PS PS PS IB-8" 2 2 2• 2 2 2 36F1 2' 25' _2 2 + '� 2 2 3 9 2 2 2-1 8" -3 3 3• 2 2 8_ Le" 2 2• 2 9 3 !Z 37-1/4 _z 2 2• R 3 3 __ 2 3 9 •' 3 9 3 9 •T 3 9 2 2 2. 3 3 3 49-5/8' 2 2 2• 3 3 8 3 3• 3 3 —3 52-1 8` 2 3 3• 3 3 9 2 2• 3 3 4 _2 3 4- 2-3- 3 . 3' - 3 __3 4 5 -- 8 __3 3 4 18_j8" 2 2 2, 4 4 5 2 2 2• 4 6 5-12" 8-3/4' 36' 2 3 3 4 5 g • 4 6 NOTES: 8SHIM AS REQUIRED. MAX SHIM STACK 1/4'. ALL ALUMINUM EXTRUSIONS ARE ALLAY OD63-75 OR Ts 3) USE HIGH QUALITY CAULKBF.IiIND �j�U7pONTYPICAL wALL THICKNS OF�FLANGE 4 GLASS THICKNESS BASED ON TABLE E130O GLASS CRAM* AND -MAX VARY DEPENDING ON S1ZE. 5) �II ONCTS-NSSIBUM- FOR SELECTION OF NORANDEX BUILDING CODS. RDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING "OWftR OR CONTRACTOR 6) NOTE • INDICATES- THAT 'ggQQUAL FASTENER AT HEAD AND SILL ARE REQUIRED. a Tw_ AT za• aR AIL -A �DETAC well SASH DETAII.=B . NORANDEX I PAGE 21 TAPCON WITH A 3 is 1-1/4' MD1. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ---7 A14. 0 # 10 F.H. S.U.S. 11/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING_- �» m va ALT. HEADER SECTION TYP. 2 BY BUCK 3/16' TAPCON W/1-1/4" MIN. EMBEDMENT /cvc• ;NATION FOR ANCHOR SPACING) NOTES: 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2 All ALUMINUM EXTRUSIONS ARE ALLOY 8063-T5 OR T6 31 USE HIGH Q CAULK BTYPICAL WALL EHIND CKNESS O W FLANGE 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SPLE. 5) THE RESPONSIBHM-7 FOR SELECTION- Or NORANDEX PRODUCTS TO 1[ESY ANY APPLICABLE LOCAL LAWS, BUILDING CODES. -ORDINANCES OR: OTHER SAFETY REQUIREMENTS` REST SOLELY WITII THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. . 8) A PRESSURE TREATED WOODEN BUCIC.OR MARBLE SILL SHALL BE ADD$D `UNDER THE PRODUCT TO FULLY SUPPORT UNIT.. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSI AT 28 DAYS. 8) NOTE • INDICATES THAT "EQUAL FASTENERS AT W&Ar` A B.O.A.F.. MANUFACTURER NAME: MASTER FILE # CALL SIZE WIDTH e' e 7 O � M •' 1 BY BUCK © 2 BY BUCK SHIM TYP. JAMB _SECTION 3TH JAMBS) - I BY / 2 BY BUCK SEE NOTE 8 HEADER AND SILL SECTION TYP, I BY BUCK CHARLES L :P , N. P, E. FL. REG. ENG. # .4912.1 DATE: 12/it/01 # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR _ ANCHOR SPACING. 91 — mow DIMENSIONS FASTENER SCHEDULE IIIDTII HEIGHT (INCHES) (INCHES) NO. ANCHORS SEE NOi HEAD/SILL 5 45-6F0 NO. ANCHORS JAMB P5 45-80 zs-12 87' 53-1 8' 26' 2 _ 2� 2 2 2 2 3 _ 2— 2 — 2 _ 3` 3• . 2 2 _ 2 2 79-1 8' 1 53-1 -8 38-1/4' 2 2 3 3 _ 2� 2 3 _ 3•_ 40 2 Z_ 2 _ 3 _ g 3 18-1/8' 26-1 2 _ 53-1 8' 50-5/8" 2 2 3 3 2. _ 20 3• 3 3' _— 3 3 4' 3— — 3 18-1/8 ��1 2 59-t 8" 83' 2 2 3 24 _ �� 3 3 3 4 _ 4 4 19-1/8" 28-1 2 53-i 8" 76-3/4• 2 _ 20 3 4 . 2 21 3 4. 3 3 4 _— 4` 3_— 4 VAX OUR 1mm TYP. I A' f-� ue as P=1 -A //�// V/ '-DETAIL-C DETAIL-B NORANDEX F PAGE 9 3/I6" TAPCON WITH A IN. 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1_ .750 Typ NOTM- 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EYTRUSIONS ARE ALLAY 6083—T5 OR 3) USE�IIIGH QUAY CAULK BEHINDTHICKNESS OF 0.62' ir . 0 4 GLASS THICKNESS BASED ON TABLE ffi 00 GLASS GK 4 CHARTS. AND MAY VARY DEPENDING ON SIZE 5) THB RESPONSIBaM FOR SELEMON OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE IACAL LAWS, o ' 1 BUILDING CODES, ORDINANCES OR OTHER SAFETY -- —L REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING OWNER OR CONTRACTOR. 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO PULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRTHEMLPRODUCTOV INITS TO MF UL L LENGTH NAFty DSjjpPORT (SUPPIIED 4 BY OTHERS). • 7) CONCRETE COMPRESSIVE STRENGTH o 3,ODO PSI ALT. HEADER SECTION AT 28 DAYS TYP. 2 BY BUCK 1.500 • . I L 940 =J— 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. A 3/16' TAPCON - W/1-1/4' MIN. EMBEDMENT SEE" ELEVATION FOR FOR ANCHOR SPACING. e d I CNTRAI, FLORWA B. O.A.F. MANUFACTURER NA—lW: MASTER F E # N'e A • i BY BUCK © 2 BY BUCK ° r TYP. JAMB SECTION 1/4' smu LI BY . 2 . BY BUCK MAX (BOTH IAMBS) D D D D D SEE NOTE 8 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES A. PAG P.E FL REG. ENG: -#' 49121 DATE: 3/21/02 1 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. pus yr vmrm 1 A —DETAIL--C SASH A// 4 DETAIL—B } M I A M I•DA E N h1lAMII-DADS COUNTY, FLORIDA M METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systcrns 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE 'CONIPLIANCE OFFICE M1iIW)-DAUL' I:LAGI.VR 13UI1.I)IN(; 140 WEST FLAGLL•'R S•I*W:1 I', St,1111: 1603 MIAMI, FLORIDA 33130-I563 (305) 375-2901 FAX (M) 375-29CIS C:oNTJLtCrIY)rc t.u:u:Ims1Nc st:rric) (103) 375.2527 FA.\ (305) 375.2 t is c:cl�t•1L�cratt i��rc)!tC•f:�tl•:,\"r 1)11•Is1U� (305) 375.296G FAN (305) 375-: )tlR lHtUUCCI' C:U..Vl.Ro t. DIVISMS Your application for Notice of Acceptance (NOA) o1: (305) 375�3902 I°,\\ (JUS) 37:-6339 Entcrgy 6-8 S-W/E Irimving Opaque Double w/sidclites Residecitial Insulated Stgcl Dool- under Chapter 8 of the Code of Miami -Dade County governing the use ot'Alternate Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval' if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. :ACCEPT.,-kNCE NO.: 0.1-0314.24 r EXPIRES: 0.3/0212006 Raul Ko(Inguei Chief Product Control Division THIS IS THE COVERSHEET SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &•PRODUCT REVI ENV COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. :APPROVED: 06/05/2001 9_10� 4_24;;� Francisco J. Quintana. R.A. Director Miami -Dade Coutlty Budding Cock Compliance Office \\-s0450001\pc2000\\templates\notice acceptance cover page.dot IT) IUNlet muit address: postni:Isterru buiIdin;;codennIinGcolu llnmc lake: htts= //«�titi�,bui[din cntleuntine com Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES Ai)ril 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CO.NDITIO,NS 1. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of 'Acecptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the. locations where the pressure requirements, as dctcrniincd by SFBC Chapter 2'. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enterbti• 6-8 S-NV/E Inswing Opaque Double Residential Insulated Steel Doors with SideIites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-1, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by nianufact urer,•dated 7/29/97 -with revision C dated 01/11 00, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number•and.approval date by the Miami -Dade County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and single door only, as shovvn in approved drawings. Single door units shall, indlude all components described in [lie active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or ovcrhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non-liabitablc areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit -will not require a hurricane protcction sysicni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building 0 icial or the South Florid' uilding Code (SFBC) in order to properly evaluate the installation o li s stcm../Y Manuel crcz, P.E. P� oduct Con xamincr Product ntroI Divis `on 2 Prcmdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN Q 5 2001 EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS l . Renewal of this Acceptance (approval) shall be considered alter a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documcnts, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with.thc code clianges. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including thc'corrcct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, atld/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acccptancc number preceded by the words Miami -Dade County,, Florida, and .followed by the expiration date may be displayed in advertising literature, lfany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documcnts, where it applies, shai.! be provided to the user by the manufacturer or its distributors and shag` be available for inspection at* the job site at all time. The engineer needs nobrescal the copies. S.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPTTNCE, Manuel erez, P.1:., Product ontro - . arnincr Prod uck' Control Division ` 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) R/jjj57j1�5�1 prgx140 wrJI 1/4• MAY14AX 7•J7 1/1•WAX Im t r tales wl^ t[X,NDT(I F �•C1131NX �1 MAX 1Dir.MAX l IL MAlC4� r In• MAX i, Ie•'ac oc SPACING �/% t O/ �� rnKs 17 111' RC. TOP f7F LOCO S� A[ IIQIK JAx7 A SPACING TO (A I 2@• 6<' MIAX OLD 80 ' MAX 17 I/ tvMtcl iu r aC. SPACING IB' O.C. .tea w apai A WRA1r OtMR .OAKa Y, 17 D.C.S. PACING j18'T6G m[ \ti:�4[e1I _ M1 7ik µ Y4 R. 1 ,. n vc wxlMM OtIC11fM1 13. Or. MAX IS' 0Z MAX IS• Oc MAX W aC. MAX IJ IS OC 1W OC_ MAX MAX IS• 0 MAX ��J IT OC MAX _ X• MAX �_ ® .• � 7• MAX 'MAX MAX ,. r ' IEpG�•I Vr . r L&C xT.rta mx «arc > ATTACH ASTRAGAL TIBTDW BOLT 18 It I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 X 1 3/4' HOLES FLATHEAD SCREWS' NOTES, 1.) WOOD BUCKS BY OTHERS MUST BE ANCHORED - 18 It 1 3/4'• LONG PROPERLY, T01 TRANSFER.LOADS TO THE STRUCTURE. FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS LR INSWING RA INSVING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL. B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY �'- APPR1.1v1DA9=.:ru.Gr%III,TI,__ STRUCTURAL WOOD BUCK C. MASONRY OR CONCRETE CONSTRUCTION WHERE st7uTHst� A� MacDDE 1 JU� j 'n1(1 DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VAiER BD KTRAITRI FADED ;Mmm VATER INFILTRAIIDN er p� MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUIREIENf X REDUptOENI ONE IS NOT NEEDED Pxoou BY WOOD BtICK t coN7Ro1 brnsroM 3. ALL ANCHORING SCREWS TO BE 110 WITH ceslPluxEOT� MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE laqeuu.. ACCEPTANCI! D1-U 31`f• P_h OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL DE INSTALLED ONLY AT LOCATIDG PAOFECTED BY A CANDY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'HIAMI-DApE COUNTY TO SILL IS LESS TWA 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE BESIGKq TO S. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER IWILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR. 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE JAMBS AND SIDELITES `` I5 t I HMCC cmu1T xo1lTuAnalt n„d �z U1BS@b Ip itl IaI fao oIKIR mlr lOxs gJynl 7. DOOR/SIDELITE HEADER, DOOR/SIDEL.ITE JAMBS, AND SIDEL(TE BASElit I— "T CORNERS ARE COPED AND BUTT JOINED. _ ,.1.. q tw et" tN I , INAa1 8. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST - Fm FRE19 OUR N MILKS r N1. INHIBITIVE PRIMER PAINT. VITH A DRY FILM THICKNESS OF ILB TO 1.2 MIL. I-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ n' SHEET l OF 5 VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF D.B TO 1.2 MIL. zwn iffitz y 114' SMIn K" �22' KAX H OLD r 112' GLASS BITE 37 MAX 35 35 314, MAX INTERIOR - ". "qX - 33 3/4' 1"s ler EXTERIOR SEC AZP:p MG DKCfAag� 14 SECTION A -A INSWING OTHER CONFIGURATIONS MAX 111 1/4- GLAZING DETAIL IIAZ IN 1/4' 74- MAX 111 MAX RASE LATEX CAtjLx 15 EXTERIOR TLL� L EVERT 8' IIEX MLII immm* X:L 14 3/4' 74 3t MXIir 4' I ITNERM MAX NIERM WL L '-1/0' TEMPERED GLASS A"`fI()VWA&CoUKY"%VjTMjME SOUTN BLApjxn CDDE U"� COMPLMMOF"M ACCUMVXE no 0 1 - 0 3 1 -f. 2 of 1-1029-EV-1 SHUT 2 w 6 icaww" ( 1/4' SHIM MAX r— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX t SECTION B-B 2 BY WOOD BUCK MAILKIALS LIST IICH NB. DESCRiPT10N PART NUMBER CDMMENIS I 2 VOOD HEAD JAMB EV-14 1 1/4 X 4 9/16' "IL. TO BC PINE OR EQUIVALENT 17 � COMPRESSION WEATHERSTRIP V_ N AN X A p(R AUMINUM ASTRAGAL v_ PRENBOR BRAND OR COUIVALENT- 5/8',ALUNINUH ASTRAL 4 ALtB11141R4-BLR4F'ER THREStf�D EV-15 PREHBM BRAND DR EDUIVALENT - 1 1/4', x 4 9/16' 1 1 / 4.' TOP CHANNEL E -08 PREHWR BRAND - 1 11/16' - 20 GA STEEL 6 7 i K N 26 '(pi SD'µ .= I s1[tiElS I [01)RI6B T DASF rum - NS1TY 2A TD 25 IbS./Ft' B TTDH CHANNEL EV-07 PREMBDR BRAND - 1 11/16' - 20 GA STEEL 9 10 Vm OCK K EV-09 4-.X 9 1/2- HTL TO BE PINC DR EQUIVALENT 11 STRIKE STILL EV-06 15/16' X 1 11/16' NIL TO BE PINE OR EOMALENT 2 HINGE STILE Ev-OS 15/16' X 1 11/16' NIL. TO BE PINE OR EOUIvALEN1 1 LOCK PREP FILLCR PLATC Ev-10 PRENBEIR BRAND - .050' THICK- HTL. TD BE Po J 14 4'x4' HINGE - v6 HAGER BRAND HINGE OR EQUIVALENT ^77 THICK (STCI i yppD HINGE JANB I!D X 3/4' FHVS Fv-1 1 1/4' X 4 9/16' NIL. TD BE PINE OR [oil VALENT 16 BID X 2' rims. (4) SCREWS PER HINGE 1NTp DOOR ttr )HEREn,1ER ID) Ir OL 1HERWTER SCREVS THIMUGH STRIKE JMI1 INtO S11ELI1E .NN1, r am flea,—, 6) SCREVS TMIMM" EACH SIOELITE YA INTO SI1 — DP• NAx 15' UC. 11IEREAFTER . 4 DDVR rRa EXTERIOR IM.")Ixns vneD-N n RUER TO ELEVATffim v(Ev. roR D or SEREVS USED AND LBu1KNS 110 X 3/4- r)tV.S (2) SLREVS PER HINGE INTO JAMB 9 18 x 2' FHVS. (2) SCREWS AT EACH STRIKE PLATE LDCKSET 1(VIKSET BRAND 200 LOCK OR HARLEIC BRAND 100 LOCK 110 X 1 3/4' FHVS. (2) SCREVS PER HINGE INTO JAMB V[U1D SIDELITE JAMB EV-19 1 1/4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT _n 22' X 64' SINGLE PANEL GLASS ETf-2D GLASS N Y L - OC-1 LJ SIDELITE TRIM (Vppp) EV-i?I 5/16 x 1/2' i1TL. TO BE PINE LlR EOUIVALEN 1 1/4' VDpD ::&CASING v1r . T MIL 11 RE P EAR su1V - 17 '% Nfl. u EV-22 FOR 'SIDE If SIOC .YWYr As MXLKM VWD SIDELITE HEAD JAMB EV-23 1 1/4' X 4 9/16' HTL TO BE PINE OR EDUIVALENT WUDB SIDELITE BASE Ev-24 1 1/4• X 4 9/16- NIL. TO BE PINE DR EOUIVALCNI PDLYPREIPYLENE LITE FRAME -)643. ODL-2 HP Polypropylene by DDL 16 X 1)/2•'PAR HEAD SCREWS 8 PER FRAME SIIIELITE STILES 1Q r T art Q EV-26 15/16' X 111/16' NTL TD BE PINE DR EQUIVALENT Fool PIN NAIL !(' (RIG w12. 4 M fll01 [q, NAT B DL TKNr1ER, WTI TYI IRUD6 ARD i DOW SILICONE #995 MPRO*D,* C1H.MWIG %%TH THE E sum w 1)WTSIOP( elmnelG CGDE C[RdPUANGE pFFiCE ursat..rx un 01-0 31.l. u 1-1029-EW-I SHEET 3 OF 6 RLVISBN LEVER 0 2 BY WOOD BUCK 1/4` SHIM MAX 3/4` n - \J NTERIOR I 79MAX16r 80 11/16' MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1029-EW-1 SHEET 2 OF 6 DOW SILICONE #995 1-1029-EW-I SHEET OF 6 R ISM LO R 0 OTHER DOOR -'CONrIWRW IDNS w..w ram. `Y n YH rwH H W wn `w r�iL r) w W Y� w H w �, w ■ w Iwr P K WK y r� b 1 1 ti 1 w BL Vi�6 � Y yr W n - K >61y Y Vr W s wlw• �sLw � YYI-w � rvw ■ wi �L K 1 1 1 1 1 1 1 w q� w P• it H Hw� W W w ww �w wl nvvn oxx W * w )--I-1-. D •w 1 ) ) w iIH W wW awYH c wK J1'riL HK �L r� W L 1 w 1 w - � K Y•fK � � � RCK Y Yrw V w NM• w�M. O K WOf O DIY w Y LC ►4Ji v � - - • w�w w P w .-1 L-H w w[ / Yw� w O• w WL P �� w r) w �ru l..x Xo APPRMD"LOUK"'G w,lW THE sam�aplp�eucgrrop� Jun PI T 6q•Dly� BUUW6COMCpUKWCE .�n ACLEPf%MEMD. xx P 31-1029-EW-I G.YUYN 1L14Y OTHER DOOR PANEL STYLES 36` r—MAX 79�/J�- Q Q egg no an non MQX 0� �� DOD nn - nnn BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL to -PANEL 4-PANEL .OTHER SIDELITE STYLES 36' MAX 793 M X p SL-16 SL-20 SL-30 �• SL-60 SL-50 ' SL-501 SL-69A SL-699 oa oa ao pC as as as as as PD-1 P11-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8 DO 00 00 FLUSH 8-PANEL EROSSg11q( due 90 00 00 ia, as God o 0 12-PANEL 4-PANEL 5-PANEL 5-PANEL 5-PANEL 5-P+U�L EYEBROV V/SCROLL EYEBMV rTEBROV V/SCROLL a it SL-69C SL-25 SL-33 SL-300 SL-40 aA© . Q DPD-te SL-90A as PD-13 SL-90R PO-14 ri�a Fi-m-1 I . j -:�n - asLID I PD-18 PD 19 PO-20 PD-21 PO-22 PO-23 PO-24 PD-25 PD-26 PO-27 PO-28 P6-29 PD-30 PO-31 LI�158t[SS181i1OUL lFC [LB'1bt111= itlfSi U S1L [QIt IQY Q p 1313 OQO 00 U�� a o a o "MN PD-35 PD-36 PD-37 PD-38 PD-39 PD-40 PD-41 PO-42 PO 43 PD-43A PD-431 SL-90C SL-309 SL-30C SL-70 SL-80 00 00 �� 00 o . oo PD-l5 PO-16 PO-17 W � N r z yAOL O n O 1 0 a zuC, x � 1 PO-32 PO-33 PD-34 31-1029-EW-1 SHEET 6 OF 6 FLYw unit 4 , M I A M I DARE • !<I IA,ti I I-D A D E COUNTY, FLORIDA METRO -DARE FLAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Premdor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of: BUILDING CODE CONIPLIANCE OFFICE M171RO-DADS FLAC;LER BUILDING 140 WHS'1'F1AC;l.lift s-mi m StJrl'1: 16U., MIAMI. V 1.ORIDA 33130-156.' (305).1,75-2901 FAX (303) 375-29u8 COOT AC.7011 I,1C:1:\til1C: SI:CrION (30) 375-2537 I ri.\ (.1U5) 37{•_s tti C:U,, I j)uc"roll F:\FUILC:1{ Ili\T I)I �'lS1UN (305)375-29Gb F.1X'(.105)375-2vUs I'1tUUCC1' C:U\'I'ItUL DIVISION (305) 375.2902 FAX (305) 372•G3.1�) Entergy 6-8 S-W/E Outsiving Opaque Single w/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration- date stated below, BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant lbr quality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or material tails to meet the requirements of the South Florida Building Code. The expense ofsuch testing will be incurred by the manufacturer. 2- ACCEPTANCE NO.: 01-03I4.2i d EXPIRES: 04/02/2006 Raul lcoarlguez Chief Product Control Division THIS JS THE COVERSIIEET SEE ADDITIONAL PACES FOR SPECIFIQ AiND GENERAL CONDITIONS BUILDING CODE &C PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and. Product Review Committee to be used in Mianli-Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 Francisco J. Qaintanl, R.A. Director ,�1i:u11i-Dade County' Building Codu Compliance Office 11s0450001\pc2000%amplateslnoLice acceptance cover page.dot Initrncl m;lil:ItldrCSS: t)Otill71ati1C1'!!)UI!(IlI1hCJ((CUnli11C.CU111 ( I1Un1C11:1hC: htt11://R'11'1'.i 1i1di112C0dC0111ine.00III Premdor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED JUN 0 $ 23ci EXPIRES _ April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, .2000. it approves a residential insulated door, as described In Section 2 of this Noti-ce of Acceptance, designed to comply with the South Florida Building Code (SF BC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Singld Residential Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets ,1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood' Frames %with Bumper Threshold (Outswing)," prepared by manufacturer, dated 709/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS t 3.1 This approval applies to single unit applications of single door only, as shown in approved drawings. 4. INSTALLATION -4.I The Jesidcntial -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or lobo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies oftlhc approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Pcrez, P.E. Product Con ro`( �xamin`r Product ontrol Division Premdor Entry S,*:stems ACCEPTANCE No.: 01-0314:21 APPROVED JUN EXPIRES aoril 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this.Acceptancc (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with Elie code changes. 0. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is, no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automaticaIfy be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fcc) and granted by this off cc. 6. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, [lien it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for t.crriiination and removal of Acceptance. 9. This Notice ofAcccptancc consists of pages 1, 2 and this last Page 3. END OF THIS ACCEPTANCE, )A411 '0"e� Manuel erez, P.E., Product Co o Examiner Produc n[rol hivis on 3' 4- IS' M' AX D C. 15' MAX 15' MAI X O C. A 15' MAX D.C. 15' MAX D.C. 6' AX 4' MAX \1„1`t I L-1\Q) JJI\I-11VJ/ W UI JJ LJUL SINGLE DOOR WITH SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUT.SWING) 8lA6.0 1, MAX�� IDMit � Hf>S,%�• L-0115E ISM MAX _t'. Ig. MAX f,, NAX 43 1 /16' TOP pF DOOR r� TO 4 OF L. p f' KVIKSET KAOAmt KOWL 4" %C*IC4 DAMARLOC OEAOn1Li MODEL 22' x 64' MAX, OLD f' ' •\ A ]n6' i OIIBMQS 4. KVtKscf LOCXSET� MOIH:L OLE" SCRIES OR MARLOC LOCKSCI ' MODEL too \, \\ MAI 5. 19' MAKHAX MAXTMgX NOTES- 3• J WOOD BILKS BY OTHERS MUST BE ANCHORED 4' ?.JROPTHHEE PRECEDt DRAWINGS ATRANSFER LOADS RE IN TENDED ENDED TUB' —1 1 THE fDLLOVING INSTALLATIONS. L WOOD FRAME CONSTRUCTION WHERE DOOR ;YSTCH IS ANCHORED TO A MINIMUM TWO BY WOOD OPENING, L HASONRY OR CONCRETE CONSTRUCTION WHERE IOOR SYSTEM IS ANCHORED TO A MINI" TWO BY TRUE RA OUTSVINO LA OUISVING TURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION VNERE OOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VAAIj1I 11TIU1 RE R1fIRu ttI A NEMJSD%M Y 0 TI H OR WITHOUT A NON-STRUCTURAL ( H01 ALL ANCHORINGSCREWSTO BE RIC WITH 4I Ogg INIMUM I I/2' EMBEDMENT INTO VOOD SUBSTRATE X R 3/I6' PFH iAPCONS'VITH 11/2' MINIMUM EMBEDMENT ITO NASOIIRY. i I,NUS SMALL BE B6IALLCB ONLY At LOCAIIOLS PROTECICO BY A CANOPY OR UNIT MUST AC INSTALLED WITH 'MIAMI-OADC COUNIT OVCRHAT6 RD INAI IIC ANGLE BCIVEEN INE EDGE Or. CANOPY OR WCeHwIG opRoyD' SHUTTERS I,ILLINAN YKRaC TiICCLMIANDITIC /MCA aSITHCO't0 ' iHRE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES AIIT.PT It AREAS VD DOOR THREE STAPLES PER JAMB INTO BASE ON SIDELITES LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE WITS AND SIDELITES. DOOR/SIDELITE HEADER, DMStDEL1TE JAMBS, AND SIDELTIE BASE IRNERS ARE COPED AND BUTT JOINED, DOORS SMALL BE PRE -PAINTED. WITH A VATER-BASED EPDXY RUST HIBIrIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ TER-RCOUCIBLE WHITE PRIMER WITH A DRY FtLN THICKNESS OF OB TO Q NIL 1 fSE 15 LEI A ©0 11/16' F.N. W.S FROM JAMB INTO THRESHOLD APPROVED AS COMOLYI .'G 0111 InE SOUTH FL(+({tpA OUILD04 COut O,LT JO 1 PAODU T IMOL DI'ASi7rl U B CEX$ GOAIPLIANCB cPTima ACX:EPTXNCE tTO, 01- of lV. L 1 1-1020-EW-0 SHEET I p. S raa wo - LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE WITS AND SIDELITES. DOOR/SIDELITE HEADER, DMStDEL1TE JAMBS, AND SIDELTIE BASE IRNERS ARE COPED AND BUTT JOINED, DOORS SMALL BE PRE -PAINTED. WITH A VATER-BASED EPDXY RUST HIBIrIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ TER-RCOUCIBLE WHITE PRIMER WITH A DRY FtLN THICKNESS OF OB TO Q NIL 1 fSE 15 LEI A ©0 11/16' F.N. W.S FROM JAMB INTO THRESHOLD APPROVED AS COMOLYI .'G 0111 InE SOUTH FL(+({tpA OUILD04 COut O,LT JO 1 PAODU T IMOL DI'ASi7rl U B CEX$ GOAIPLIANCB cPTima ACX:EPTXNCE tTO, 01- of lV. L 1 1-1020-EW-0 SHEET I p. S raa wo - — 1 1 GLaZING DETAIL O U T S W I N G OTHER CONFIGURATIONS — 1 IHTERiQi 112' ;LASS BITE -99 TE+pMP GLASS AiVpp•�p wg COfa:LTFG Y117}1 THE OAi' J!�1 a� eiAloEro Core � ACC--PWXE Ho. - n 3 ,y. L 1-1020-EV-9 S► U2or6 [-t Wit C 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX �CTluiv B-B 1 1/V INTERIOR 1IIy .—,.LA.: Wt1 "ls HEAD JAMB EV-12 1 1/4' X 4 9/16' NTL TO BE PINE OR EQUIVALENT ESSIUN WEATHERSTRIP _ q STRIKE JAMB - 1URREN BRANDX 1 1/4' X 4 9/16' MTL TO BE PINE IIR EQUIVALENT 4B1-B184PER TFB}ES1T0.D EV-13 PIEMDOR BRAND OR EoUIVALENT L EV-05 - 1 1/4' x 4 9/16' IPRE14DOR BRAND - 1 11/16' - 20 GA STEEL IL (TI711" -JWI w s(t1 Z01p BASF FOAM - DENSITY 2.0 TO 25 IbsJFE' 4 CHARNEL nry m ,,, , Ev-04 I -- - -- PREMTnK BRAND - 1 I1/16' - 20 Gfj STEEL - LUCK PREP FILLER, PI 4'x4' HUNGE YOU' HINGE JAMB 110 x 3/4' FAW.S. 110 X 2' FAV.S. � v SIDELITE WMD STILE 18 x•2' FJLVS. LOCKSET 116 x 1 3/4' FJ-LV.S 1 1/4-' 22' X 64' TINGLE PANEL GLAS: SIDELITE TRIM (vOUQ) VUUD CASING . WWD STDELITE HEAD JAMB WOOD SIDELTTE BASE POLYPROPYLENE LITE FRAME 16 X 1 1/2' PAN HEAD SCREVS PUI NAIL DOW SILICONE #995 -HtllWAS ma-ty (c %sal a* SOUTHgp�y�.0 LTTj D z P1 �IMM rcmppmNo O(-OS1 _� "•'•'""• uaw+u - Jw- THICK- MTL TU BE POI.Y£THYLENT V-15 HALER BRAND HINGE UR EQUIVALEMT - .097 THICK (STEEL 1 1/4' X 4 9/16' NIL To BE PINE OR IVALENT (4) SEREVS PER HIW INTU DW 14M� PAX W G E i tE .TAT[/ 1N[Q S1)aIIE, 4' 1plftT fRTl1 RETER TO ELEVAIRM VIEW, FdI t ff �tEVt USEp !1B LOCAITOltS EV-07 15/16' X 1 11/16' MTL TH BE PINE OR EQUIVALENT (2).SCREVS AT EACH STRIKE PLATE KVIKSET BRAND 200 l OR AN 100 LOCK "AXsmtg�IlC. vs Thum NU(Q imp INTO SHELTIE JM1, a pmrR11N lop, TY �� �AFtER 0l7 L T STRa JAIt1 UTTO SIOU17E Jar. 4' am fRM 1Up xAt TF[ERfpriER UK [4) SCREWS 11Rp[pl EAO( iR(S{ galaJATTI MTL TU BE PQ$ DR EQUIVALENT AS N T -1 4 - R— f9 d �cS 5/16 x l/2 MTL. TO BE PINE C1R EQUIVALENT Ll� 7, 10 E JaflS' AS A([LLg - T 1 1/4' X 4 9/16- MTL i0 E PT19E AR EQUIVALENT 1 1/4' X 4 9116' 11TL TO BE PINE OR EQUIVALENT If P0lypr0PYlene by ODL 8 PER FRAME!,) 4- T Kt /4.191fi A'AR, 4' 0 no UK [(AI 8 0L.11EBAftlk va w nuLoa (we 1201 1-1020-EW-0 SHEET � OF 6 fiEYLCioli LE11ER 9 1/4' SHIM MAX 3/ 4' (5-)_______-- vTERIOR I 79MAX16- 80 11/16- MAX 2 BY WOOD BUCK XFFT111NI r-`-r EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020—EW-0 SHEET 2 DF 6 DOW SILICONE 4995 A""'OVG6 pa COW YM WIR 1HE I -.I\ -.UULJI\ I./UINI IUUF\ 1 I iL N L' I j o ,• MR— p' Mit 1 R' nA; at i-- 1�• w,R IS• MAX u1(t� 1 LT nc w 7M;t-- ,' NAX-- 7' iWl .' NnJ{ LF� PlYWO vam jNf N41t N� &Wrd FLqu AO� —2. NCR LA. JY MR PR1 �r wu4come wce PIriS .ACCEPfAt�OQO �' 0� 7= � »vrro 7' 14. Hai �R 1r wuc ,• N,RJ !- OC, {� MR f nG tY�wq U' ml Olt u• MX —1'';J L�� .Mw 6• NAR r "Al rn ,' M x 31-1020-Ew-O SHEET 5 13F 6 �tvu�p unto 1 u I HLK DUUK HANLL STYLES, 36 MAX '9 /16" 00 0❑ can 00 oda ®o aa. MAX as 0 'jajj� 4Q (� �0 �� �Q �U E 00q 0as n ag BLA�c TOP 6-PANEL 4-P 0 Q �" U U Q Q 4-PANEL NwEC 9-PANEL 10-PANEL 18-PANEL FLUSH 8-PANEL cR01sBUCK 0 0 4 Q (] ❑ 12-PAW-L 4-PANEL 5-PANEL 5 PaNEI OTHER S I D E L I T E STYLES �YE> v v,SEROLL EIIEYES Uy 5 PANNEL 5_PANEL V,SERQL EYED17pv 30" - o-i [—MAX Iva 79 SL-10 SL-20 SL-30 SL-60 SL-50 SL-501 SL-69A SL-691 SL-69C SL-25 SL-55 SL-30D SL-40 SC -'AA SL-908 ❑ s 0 aA-90C SL-301 SL-30C SL-70 SL-DO ao as QC �� �� • �� '• PD-1 PD-2 PD-3 PD-4 PO-5 a tJ EJ a j� a b ,b PD-b PD-7 PD_0 4 a Q ❑ P0"9 PO-10 PO -II PO-12 PO-13 PD-14 P11-15 PD-16 PO-17 LLD I 0� PD 18 PO-19 PD-m PD-21 PO-22 PD-23 PO-24 PD-25 8 lul PO-27 PO-29 PO-29 '- Pp-30 uk PO-31 PO-32 # ` PO-37 PO-31 g8 11g14 uLtss !01[I r OIL a 1®0 �� �N� D�Q alaao� 1K(SS'61 sit aKL mtz a � G u Qoa "am OEM DN1S PO-35 PD-36 PD-37 . PO-38 PD-39 PD-40 PI-41 PD-42 PO-43 PO-43A fli E Q Y YS M 31-10�0-EW-0 PD-439 rfrr assn2 SHEET 6 OF 6 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 6CCO6501 65 118 CROWN COLONY WAY ORLN-CRC CHEK3 LEFT CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are desianed for an enclosed huildinn_ Truss ID Run Date Drawing Revie ed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 10-9-02 Roof Loads - VT 4-11-01 U 10-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 10-9-02 A 10-9-02 W 10-9-02 B 10-9-02 W1 10-9-02 131 10-9-02 Y 10-9-02 Total 33.0 psf C 10-9-02 Z 10-9-02 C1 10-9-02 Z1 10-9-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 10-9-02 Z2 10-9-02 E 10-9-02 Z3 10-9-02 F 10-9-02 Z4 10-9-02 G 10-9-02 H 10-9-02 I 10-9-02 J 10-9-02 J 1 10-9-02 J3 10-9-02 K 10-9-02 K 1 10-9-02 K2 10-9-02 K3 10-9-02 K5 10-9-02 L 10-9-02 L 1 10-9-02 Neff L2 10-9-02 L3 10-9-02 M 10-9-02 INV # 18331 DESC EHUH26 QNTY DATE: FEB 7 2003 N 10-9-02 O 10-9-02 18330 EHUH28 P 10-9-02 18360 SKH26R 2 Q 10-9-02 18361 SKH26L 2 R 10-9-02 18363 JUS26 16 S 10-9-02 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 138 40-0 \\ 'I l/�Q i z Im Ic I�o 1 I v _ 1 �—_ UL- U!� o ,C? I - S , I. �, - sl R l_ I I US2 HAN ERS I R I 2) SKH26 HANGERS A • 4PLY \ _ \ B // 2 SKI-12 HANGERS x! D I, - �—a _ \ \ \ VOLUME CEILING E 4 12 I � `- —ODP Ia Y) SPACEu \ 8' -O/CEILING I - ,.._ ---- F `\\_ 12 —� E4 QJ I' vAt Is 81-3PLY MIA — J3 � EHUH28-2 HANGER It —I I �' 1 - 15 ODD SPACE y CEILING > 1 7 � 8'-0J--- g K —_ i ---_. _ — KNEEWALL KNEEWALL K1 -- — — TO11_0" --- - TO 11' 0"- _ --- — — 12 I, �28-2 HANGER III I" V VOLUME CEILING Z4 Im I f y.� _ __6_— K3j _L .� N r-4 NK5 - STRYCTURAL SCISSOR GABLE_ THJ26 HANG THJ26 HANGER s— �- F!� �`��T �! Cam.:z' 6 Z NUMBER: CHEK3 c I `1 I I 4 CUSTOMER: REVERSED i a1 JOB NAME. CHESAPEAKE K — 2 i G I DRAWN BY: tly DATE: 11-4-02 ij ' 2 Es" TCH: 6/12 & 4/12 O.H.: 1-0�33 ARING:B" LOADIN—� rn 1 2003 20-0 _ 6-8 I _ 13-4 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES 11 �sthe responsibljitvoftheinstaNer(bullder. burldinccontractor licensedconiractor. 'ectororerectlon contractor) to g=edy receive. unload, store, handle, instal! end metal plate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial, TPI does 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 orfloor. These recommendations are ised upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833.6900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer, Thus, the Truss Plate Instkute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. ITORAGE Frame 1 60° `�60° or less or less Tag Approximately Approximate a ly Tag Llne, '/= truss length �/� truss length Line Truss $pens less than 30'. Lifter the i Spreader Bar attar sling Toe In Toe In etc. Less than or equal to 60' Spreader Bar Toe In Less than or equal to 6o' Tag / Line Strongback/ SpreaderBar Typical horixoma) tie member with multiple etakee (HT) Vnrues of bra, oup of trusee (ES) Frame 2 12 —1 4 or greater ss � • �y Teo\ Top chords that are laterallybraced can buckle together and cause collapse it there is no diago. nel bracing. Diagonal bracing should banailed to.the underside of the top chord when puffins s arerattached to the topside of the top chord, 11i,,'�,,PP Yklh I' r,r I d 9 I I'If N11 1�K Ii.l i �M ERA.L��fFtAC L5q' DIAGbI1�ArL��iAGE y I 1 1 1 i, r M SPAN1 , PIpFjFER SPAGtING L �N. * � [ SR QF n...SPf/HF.,_i. U to 26' 2,5 7 17 12 Over 28' - 42' 1 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 -- i wv a etry area proressionai engineer ]F - Douglas Fir -Larch SP - Southern Pine iF Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required 10' or Greater I Attachment Required - All lateral braces lapped at least 2 trusses. Frame 3 ' r TESSU20 p1F!60' 15O48' 46' 10 7 O60' 45' 4 O aregl's"Iered See professional engineer yr - t�,uuy"as mr-t..arun SY - southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace —� Required 1 10' or Greater I Attachment Required - �„IPITCI-ED TRUSS 12 2 /fie \ 5 1 , Q. ry 2e F Top chords that are Iafamily braced can buckle together eCs Qtr� Gj andcause coIlapse Itthere Isnod!ago- bracing. <<J nal Diagonal bracing should be nailed �ry to the underside of the top chord when pvrline are attached to the topside of the top chord. c ��rtSC`ISSRS TRUSS f h� t�,2: }!� ht�.�:��*', , � 1 � a� .; � �' . _ � 1, ' t'V+'hA°p,'t'_ SPAN t rrCH I,. = t i I 1•�.'� ^' p• � 55' ft 4ti�in*r S�f'AC1tJG(LB}�a , .,C flay r 4 Graf n��ASACi�'A��'I�=� 4N . _. DIAG' cE re 'warn , SF?'CIN�,DB [°tit"is as SP DF.,.,I :SPF HF;: i Up to 24' 3/12 8' 17 12 Over 24' . 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' g ur - uougias rir-Larcn SP - Southern Pine 'HF- Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced wn buckle togetherand aquas coilepee if there ie no dingo• naibracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Nib0 NOT 46§ A axin Aisplacement r MW Line 4 ; k +INST�OLERA'�±JES i T ,14' L(in) 50" 1 4" 4 ' 00" 1 , 150" 3/4" 12.5' 12 —� 3 or 9 \\greater All lateral braces lapped at feast 2 trusses. Continuous Too Chord Lateral Brace Required 10' or Gre Attachme Required sow Length Lon) �............................. Lesser of L/200 or 2" Lon) Lesser of L/200 or 2" :dfa:b 16.7' 250" 1.1 /4" 20.8' 300" 1-1/2" 25.0' DESIGN INFORMATION Thh dalgo Is faraa Wdtsid,.d &&flung eompoaent and has been t'a1-d orn lnfnrmatian Pr-tded by ow. CO-L Th- desfg,ter Atset -, 'try rapOoslb6Ry for damage, as a msuR of faWly a Ittaorr-d labrmaU-.4 sPociflatfana and/or deslgtu hayfhed to the trues destgoer by the -[lent and the a orn daea. or aontraey of Urb kd nmtkm u lt raay relate to a sP_ ,uk pr j-a®d aaept. no respooabwny a epnds-s no aan6nl wfth tegud tofalxlcy- fig- shTn_nt and I.M."Umt of hU&'M- This hz bad born designed u aG k1b,"wed boddl-6 —p_:.L to arm-don-e �61a AWSIfM t-ISM and MS-97 to h- Incogn a or s part of the Mugdbg deatpn by a B.Ading Oalgucr tzegtstered aichRci or Pmf�k w engm-e.1- When. ravlew-d f-r-PP—Lby-th. hhOditrg dam. the abon n mtat be-beched In he sere that the dales. shown are m agreement wath the bran pent dbano remsda roe wind orloads P"'d apecUbeatfona or aPC-W appfled Ioadt Uotcs, shown, trust has not been desW ed far storage or omnpmn'. tends Tb d>Ign aasema gop or nosty a�boaft-4 wN�es�jot ea i_ apertfled, Where bottom Chords to lensba aro Wd c Ub , u bye hrsev-d attar[ at`Pf+fted mesa low— va.Cmg -1 l0'-w e..c Cora for Pm a shalt be manufamned hum 20 g nL( hot dlpP-d gdaantud sled meeting ASTM A. 653 Gnde 40. ®less atb_.i_ show¢ FABRICATION NOTES Prim to tabtiaUou, the fabdeatoratuB rmtew thh 4nw1o9 to v- KTUt t thh d—tag b In -oRfmmaooe vlfh the fLbriotas'a pWu and to r-11- a tnntgaofog QgmWbdny for suds v_J= 0-tk - Any dh.x-pan-hs ue to he pld so P6to abaft t be fin Ued oa, tmothelea. Im191 or distorted gram. Member, al all be cut fur Uplot fatting woad to wood bearing. Con- aedor Phto 4-11 be loot-d mt both fa --a or the teas lath nosh f W hnb4dded and sba0 he sym_ about am jWot wale= othe whe simwu- A 5tt4 plate h 5- and. a 4` long- A 6a8 phte h er wade a G' long. Slets (holed rm. paclUel to the Phft kaa0h sPaHbed Double n on web axrabas shall meet,[ the c.grM. ofthe edh udw otherabe shown. Conneetm pj a wises v- toiofanom Sizes hosed mt the forees shown and mryarsd m be b-d-.ed for o-etafn huW. nvg and/or ran sues ea. Thh arras h not to be 64-ftd d ornh Pas resud- nl [rested lumber [inks ahawlse shoran For addHbnal ,oformatloo on 9-auty Coonot rKer to ANSIrm 1-t9as PRECAUTIONARY NOTES b�Innethon �-H�to e romwedawn a h-tamog & and,!'. 10"'. htssaes are to be handled with tmrttrnbw Can- daring hamUn and btmtmng d.Uwery -4 fast n ben to .row daring[ Temporary sad pates frr howtog mares in a straw and pf _ atfao wad far resfdhrg W-nt rotors andt be hAn— by others. Carerw bun- g CTWU t 6radog Is adrays mpkw. Homeat pn�---y adlonear trt tegalres anti, temporary bracing during bshltalba bed ba_ go avow toppling tin daodpatifg, The sapayblan of grabs of ttusse ,haE be Und-rtb-moatdp-rsoos mtpalmC-d in 11e 105tdla0rm of htm Wessboal ad-Im shall be a ght If needed. conc-tlntim or onestru n. loads V__ `.boa the dolgu torch -fug not be applMdto aussca at nay time. No bads. other theses the - w0ght d the tshah be appU-d to :oases "J" alter all hstenbtg and br x l g Is mmptdot MONO VAI I rV VALLEY COMMON VALLEY VALLEY TRUSSES rfYP MAROPIDA SYSTEMS WO: VALLEY SET IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. f /1L UPPORTING TRUSSES (u fl (TYP.) VALLEY AREA (((( SUPPORTING TRUSS VALLEY TRUSSES (TYP.1- COMMOWGIRDER COMMON TRUSSES (TYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET DIAGONAL WEBS — REQUIRED WITH SPANS GREATER THEN 26-0-5 # 2cr # 2X4 ' OR 516 OR 416 3x6 3x6 14X6 TI. l rT (tl WHEN DIGGONAL WEB PRESENT USE 43Cfi PLATE (1) WHEN NO DIAGONAL WES PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24.O.C. (TYP) VARIES J 12 UPTOT •�, ••- L14 4110 21E4 316 2X4 214 3x6 3:6 OR 316 on t 416 08 1 416 2x4 MAX. 6-0.0 O.C. (TYPI 2x4 �► MAX_ 64-0 Q.C. (TYP) MAX TRUSS SPACING BELOW a 4f . O.C. SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP g2 BELOW VALLEY SET_ VALLEY MEMBERS WEBS: -2X4 SP g3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (21 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2)10d NAILS OR (1)16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED W O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXC'RPT AS SHOWN PLATES . ARE TL20 GA TESTED PER A1H5T/ IPI 1-1995 Cont. Support CMaronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fall (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I M OREFT1RRnne - n.+mnn .-..,. 1riHK1MIWCt: READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: BmdmK b a partsh"n or th- bu8di"n 15 a � bmel"g. wfud bmcfog. portal bradng or simflar bracing sbawn Is for htor t snppmt Of - and whkh must be considered by the bufldwg dcslgg . aradng d to ss membesa Only to reduce buc4Bng length. Provlsluns must be bat=W hcactog d ends-and'Pec6l�d l-Uans detmuuued by the butldfng desiper. AddlUoMusa Dal b aeht9of Ore averaB structure may be mquinej Mee MB-Sl of TPB. te. TPL Is;anted at 583 D'Onorslo Drive. Msd(SOO. IVlscomin 5471M Studs @I 6-0-0 ox. Eng. Job: - Dwg: Dsgur: TLY Clik: TC Live 16.0 w TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf Truss ID: VT Date: 4-1.1-01 vusrvt= - WI:" I.GO DurFac - Pit: 1.25 O.C. Spacing: 24.OIr Design C#ifer(a: TPI tut` lJLV1,;K1 (_4 DESIGN INFORMATION This design is for an Individual building mnponent and I— been based on in(ormatlon provided by the client The designer disclaims am ,erpwwlbanr for dao,agr ea . resvit of faulty or Incorrect hJornmuo,t specifications and/or designs fun,Isbxd to the tn,ss dotp, by the client and the carrecu tss or accuracy a W. moat... — ,a a ar .ot.ta w . ap.- dfic prolcet and accepts tat cesponsaiNtr or exercl— uo coxtrat,W regand to labdm- "o. In„dlb,g. shipment and hnfaf6tionof trusses. Tb- reuse tw beer designed ., an IndMdual building cmnponent In accordance aM IWSI/TPI I-1995 attd Nt3S-Si to be brcrrpofatcd " P� of'ZI bundling desrg, '1 a mudding Dctgrer Ireglst d suchtt-1 - pro(esslunal engheeri. When redewed for npprow 1 by the busdt°g d-liln-• the design 1,•ading, ahown. on.1 be Ch,.k d to be. sure thm rc at uxe data st aIn agrsrma,t with the local building codes. 1—i dU nsue records for wb,d or soma loads. Pmj<ct spednotions a special appned bads. Wets zl,owrt, tom has rmt been designed for storage or occupancy loads. The design assufnes oam,prmhr, dwrds Itop or bottom( are conflnu- 'ty bmcw by sheathing unh�s olheratse specified. ere Whbutton, chonb in renafun she tr not rutty aced faterany, by a pfoperlr applied rrgW c 01.9- thy should be br.—d..t a toaclmum spacing of r0'-W o.h_ C°nneetor plates 51.11 be n,snrdactoted lnan 20 gauge hot dipped galsanlzed A-1 naeelhhe ASIM A esa. Grade 40. uni— oth r—f a shown" FABRICATION NOTES odor to fab,(euon. the fabdtr ht shag revka, thb dmwbhg to .stfy that thb drawing b In mnfmsnwtee wnfh the IaMIcah,Ys Plans and to Bathe a tbnWnutng—ponstbWy f such .-1- Ifcalbn. Any dbv ;,an Jo arc to be put It wru ft before eutung a fabrka..ttot, plates shag not be b t ood over knothota, knots or dbtorted groin. a4rn be.s shah be cut (or tight t(tti,g wood to wood tearing. Con- ncdnc prat s sh.0 l,e tooted on Ivt,. rags of the truss with —Us fully bob tided and shall be nym about thc)otnt units, olhembe shown. A 5x4 Pad- 1s 5- aide x 4- tong. A 6.d plate b 6- -We x it W.C. Sit (holeµ nn graWt to. the plate fangth sped fled. OonMe cub on w h mcmben sf,afl meet at the mnlrold of the webs unless ath—l" shmvr.,.. Conn.stor plate sixes are mkdmum sizes. based on I lie fore" shown sad racay need to be iteeased for cut to hand- Wng and/rtr erecion str ' This tens Is not to be f obrfoted whir (Ire mix"t.nl treated lumber unt s ot,vwbe sheurn for additional kdemunah..h on Auamy ean-el rrdrs to GIRDER AItSI/Tn 1-1995 1 1 MARONDA 2x OF WO: HIPDETAIL TI: HIP QTY:1 DLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN. - OSB' NOT TO EXCEED 24 "O.C. -0 BE NAILED TO TRUSSES wl 12" ON CEN_ STAGGERED PRE-ENG'D THUS TOP WALL OF BUILDING PRECAUTIONARY NOTES ICU b—ang and erection reevrtmeshdauohn are to be foao d in a— d.— ajt h -Handling . A mtadn(. HIB-91. d.,ins are to be dare fiWoo landing be hb—dU nth U--ra, and bund@rg, delf.e.T sand inran.tton Ica aeotd damage. Ten,ponry and penrtueM Mclsg a-ya ]� ,�}�,/�' �r 7� T/� FOR TYPICAL�" �7p' \\\/j,]��y. BLOCKING p ➢. 91 11 U17 f. (f� I \\ J 7 p�'e R A THING 9.� /C./ iJ iL./�i ]l C V 1i� �[ _ tE f�` j ]�;'t �p -HIPS t and tb pos- f holding -,saes to a t_l abnand lax resbthhg 6tesal 1l JC �L 1C 1 V t1y O /�/ N 9 44!! JJLL I'-T 9-� a 'TIPS J.�11. � i. i-u hxCV ,half to d<afg—d and k.1.1f d by others. C.hdut hand- ^( ling is essential and ereclien bracfmg is a&eals squired. Normal prmutloaal7 adorn ror trusses requires such temporary bracing dud"g tr,atamtlan between tr,n_ to aowd loppling - ' W,ARI�IIN. : READ ALL NOTES ON THIS SHEET. Rog. Job: Ln—,,heaapa.bare«<r<<te,har '''""b"�`fQ`he�`d��°ro espertausd Ira the knlaltaumh d than:rs. Maronda Systems a COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D'°g' W : HIPDETA �� Frofessirmal adttce siwr lad aaugl t g needed. bait. er <.nno-°"'"" b'd, g eater man - CONTRACTOR. : Dsgw: 1LY Chk- Truss ID; NIP Date: 10-20-00 (h*4 t the dettg loads than n°t he aprf to -Ight t y Ili, a N. 4»ds oth ,t n t o . 4005 MARONDA WAY BRACING WARNING: B—in TC Live 16.0 psi" burFac -. Lbr: 1.25 ,.ehght t the r„zto Ina., tr: ai "t to tiros_ r,ud a(ler ail lulcnhq: n•1 lancing SANFORD, EL. 32771 4 (07) 321-0064 Faz (407) 321-3913 oho — °n flat drawl, sass( erection brad„g.,nd b,adtn g g g. � bracng n,shnnu bndng whicb Is a Pad of the buildig. design and aihkh matt be —.1d -3 by the. building delsner. eracb,g TC Dead 7.0 psi DurFae -Pit: 1.25 b ewapkted TOMAS PONCE P.E. shown. is (or W .l supph t or inns membcn omir to reda,ce 1, klbng length. pna lfons must, lu.& to anchor ish ml bracing a[ <n,h and tPecUk� lncatidora determined by BC .Live 0.0 psf O.C. Spaaing: 2d.0,r LICENSE AIXCSW68 to buddb,g de1r,° . Addl(boai tnaclma o{ the oeMit Structure mar h' "tubed.. (Sa 14lm"ql of TPn. (irusa pL to trutxute. Tpt, b bested at SW 0l0O BC Dead 10.9 dsf 1 Design Criteria: TPI 1890 GNEMBROOK CfAVtEDO.FLJ7166 1Irto Urt•e htadfamt wrscanshn sz7f 91_ Code Dese- 1-OT'A.L 33.0 isf r .d8-29 DESIGN INFORMATION This design is for an Individual budding component andhas been lased on information provided by the cent. Tlu deslgcrer disclaims any respoosibdmy for damages as a result of faulty or mrnrrect Information, specifications acid/or designs furnished to the truss designer by the client and the correctness a accuracy of this information as lt may relate to a spe- ctlk project and accepts no responsibility or exercises no control with regard to fabrin- tim. handling. shipment and Instailamort of trusses. This truss has been designed as an. individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building. design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the budding designer. the design loadings shown most be checked to be sure that the data shown are inagreement with the local budding codes, kicai c8mtic records !or wmud 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 bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords to tension an not fully braced laterally by a properly applied rigid ceding they should be braced at a maximum spacing of 10141" o.c. Connector plates shall be manufactured from 20 gauge ha dipped gekantaed 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 conformnance with the fabrtcatols plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting m fabncatbn. Piates shall not be metalled over knotholes. knots or distorted gram. Me nbers shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with natis fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots tholes) run parallel to the plate length specified Double cuts on web members shall meet td at the centroof the webs unless otherwise shown. Connector plate stir are mmknunl sins based on the fours shown and may need to be increased for cerwtn hand- ling and/or erection stresses. This truss is not to be fabricated with fin retardant treated lumber unless otherwise shown_ For additional mdormatron on Quality Control refer to ANSL/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing", HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a stralgitt and plumb pos- ition and for restating lateral forces shall be designed and installedby others. Careful hand- Wg is essential and erection. bracing is always required. Normal precautionary action for busses requires suchtemporary bmctng during lnstallatkm 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 g needed. Concentration of construction loads greater than the design toads had not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 HOT CHORDS. 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAR LIVE LOAD DEFLECTION: L/961 at JOINT #17 Ls-0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION. T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB = 1.15 Face = 0-3-12 3.00 I 0-� WO: CHEK3 WE: MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. This 4-PLY Hip Master designed to carry 111 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl Ls 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.16 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.16 9-10 -16525 0.27 10-11 -13806 0.25 4-PLYS REQUIRED 8X10 3X6 6X8 BC ... FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23651 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-12 12241 0.68 Z2 21 20 19 18 17 16 4660a 8.00" 1-0-0 (RO-10-10) I 40-0-0 147sa EXCEPT AS SHOWN PLATES ARE 10 GA TESTED PER ANSI/TPI 1-1995 READ ALL NOTES ON THIS SHEET. ^�-WARNING: Martin a Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing winch Is a part of the building design and which most be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shim is for lateral support of truss members only to reduce buckling length, provisions must be TOMAS PONCE P.E. male to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H18-9I of TPII. LICENSE #0050068 rrruss Plate institute. TPI. Is Located at 583 D'Onofrio Drive. Madison. Wisamsln 53719). 1005 VANNESSA DROVIEDO.FI..32766 Design: Mainz Analysis JOB PATH: C:ITEE-LOKUOBSICHEK3 =_ __ =======Joint Locations==============_ 17 0- 0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) IS- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARIM LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 0 -1621 BUT PIN 39- 8- 0 4660 0 -1621 BOT H-ROLL 8X10 -6.00 3.00 Face = 0-3-12 080 1475a 4660a 8.0011 (Bolo-lo) scale = 0.1595 Eng. Job: WO: CHEK3 Dwg: Truss ID: A Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFaC - Lbr 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 psi 0 0 - HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provWed by the client. The designer disclaims any responslbWy 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- clik project and accepts no responsibility or exerrise_s no control with regard to fabrica- tion, handfing. shipment and Installation ot Uusses. This truss has been designed as an individual building component in accordance will ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Bulking Designer (registered architect or professional engineer). When t-k-.d for appm wal by the building designer. the design iwdlrrgs shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, Project . spect icatfwrs or special applied bads. Unless shown. tress has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contmu- ousy braced by sheathing unless otherwise specified. Where bottom chords In tenston are not fully braced laterally by a pmperf9 applied rigid ceiling. they should be treed at a maximum spacing of 10'-(r o.e. Connector Plates shallbe 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 maize a continuing responsibility for such ven- ficatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed wer knotholes. knots or distorted grain. Members shall be cut. for tight Biting wood to wood bearing. Con- nector plates shag be locatedon both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A Fix8 plate Is 6' wide x 8' long. Slots tholesl run parallel to the plate lengthspecified_ double cuts on web members shall meet at the centrok of the webs unless otherwise shown. Connector plate sfus arc minimum sizes based on the forces shown andmay need to be Increased for certain hand - Wig andlor erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bdorms"00 on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followedin accordance with 'biandlbrg Installing & Bracing*. HID-41. Trusses are to be handled with particular care during banding and bundling, delivery and installationto avoid damage- Temporary and permanent bracing for holding tnwes in a str-kvbt andplumb pos- Kim . 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 diving Instalatlmt between trusses to amok toppling and dombioing. The supervision of erection of trusses shallbe under the control of persons experienced in the Installation of trusses - Professional advice shag be sought f needed. Concentration of construction bads greater than the design loads shall not be applied to lnssesat any ttme- No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is cornpleted. K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of nwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 L--0.49" D--0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.23" RMB - 1.15 6�.00 T 5-1-12 0-6-6 Face = 0-3-12 3.00 I 0-8-0 WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal embraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace -,at extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Enci L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE...CSI 1- 2 -4073 0.62 12-11 3664 0.76 2- 3 -5333 0.61 11-10 3665 0.64 3- 4 -5387 0.51 10- 9 5402 0.83 4- 5 -5372 0.61 9- 8 3664 0.65 5- 6 -4072 0.64 8- 7 3663 0.76 Ti: B QTY:1 ___ a= ---Joint ===_ Joint Locations====_=====_== 1)0=0-=0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ---MAX. REACTIONS PER BEARMC LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 61 -1004 BOT PIN 39- 8- 0 1366 0 -1026 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1004# Support 2 1026# 6X8 4X6 RX10 two 1� �1 14 -- - -- 9 1366>f 8.00" 1-0-0 (RO-10-10) I 404W EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda SyStemS WAKKING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SAN FORK, FL. 32771 which Bracing shown on this drawing is not erection bradng, wind bracing, portal bracing or similar bracing pert of (lie, building design and winch must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown b for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specakd locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 (Truss Plate Institute, TPI. Is located at 58.T D'Onofrto Drive, Madison. Wisconsin 537191 1005 VANNESSA Dn.OwIEDOXI-32766 Design: Morrie Analysis JOB PATH: C:ITEE-L0KU0BSICHEK3 0 JX6 T 0-6-6 4-10-6 I 3.00 Face = 0-3-12 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 i 7 1366# 8.00" (" 10) scale = 0.1595 Truss ID: B Date: 10-09-02 DUrFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08 20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This derlgn 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 m accuracy of this Information as it may relate to a spe- cifb project and accepts no responsibility or exercises no control with tegarrl to [abrka- t1on. handling. shipment and Installation of trusses. This truss has been designed as an individual buikltng component in accordance will ANSI/M 1-1995 and. NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneeri. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. tool climatic records for wind or snow, loads. project spectfatkms or special applied bads. Unless shown. thus has not been designed for storage or occupancy bads. The design assumes compression. chords (top or bottoml are continu- ousty braced by sheathing unless otherwise specilied Where bottom chords In tension ase not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of l0'-o' o. C. Connector plates shall be manufactured from 20 gauge hot dipped 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 dnwtng is to confarmance with the fabricator's plans and to realize a continuing responsibility for such verb Million, 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 light fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the tress 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 Sias (holes) runparallel to the plate length. specified. Double cuts oat web members shall meet at the centroW of tire webs unless otlurwlse shown. Conn. for piste 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 In(onnation on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES M bracing anderection recommendations arc to be followed In accordance with "Handling Insta" ✓4 Biachre. HiB-91. Trusses are to be handled with particular care during banding and bundlin& 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 Installation between tresses to avoidtoppling and domllming. The supervision of erection of tresses shall be under the control of persons expertenced in the huranatton of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the designbads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after ail fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 12 WndLod per ASCE 7-98, C&C, V- 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzta 1.0 Bld Type. Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDLs 6.0 psf Iutpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION- L/426 at JOINT #15 L=-1.09" D= 0.44" T.-0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.53" RMB = 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the co¢posite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per €t. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE., Support 1 806# Support 2 765# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -7832 0.22 20-19 6968 0.53 2- 3 -9350 0.24 19-18 7171 0.54 3- 4 -11397 0.10 18-17 8829 0.39 4- 5 -11398 0.12 17-16 13169 0.57 5- 6 -14088 0.16 16-15 13170 0.59 6- 7 -14092 0.16 15-14 12462 0.58 7- 8 -12168 0.16 14-13 7594 0.39 8- 9 -8034 0.20 13-12 6224 0.47 9-10 -6791 0.18 12-11 6040 0.46 3-PLYS REQUIRED TI: B1 =sass==..... ==Joint Locations=======a======o 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -25 -806 HOT PIN 39- 8- 0 2334 0 -765 BOT H-ROLL 1 2 3 4 5 6 7 9 1 8X10 3X6 6X8 1OX10 6X8 T 4X6 8X10 4X6 T 5-1-12 0-6-6 8X14 6X8 3X6 IOXIO 6X8 8X14 0-6-6 4-10-6 5X6 3X4 2-1-7 3X4 Face 0-*TT" J0012-2-0 �I 5X6 Face 0-3-12 0.8L_ i 8-5411 21-8-10 8-5-11 2657# 8.00" 19 T8 17 16 15 14 3 12 I 1-0-0 40-0 2334# 8.001' 1� 0-p Cd� A S (12) 2X4 866# � 1394# EXCEPT AS SHOWN PLATES ARE TL20 GA D PER ANSI/TPI 1-1995 (Roll-1-0-10) scale = 0.1595 W R G: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHM MarOndta Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: B1 CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 4005 MAR, WAY BRACING WARNING: MAR. TC Live 16.0 Psi' DUrFac - Lbr. 1.25 SFL. 32771 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or shu8ar bracing which is a part of the building design and which must 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 made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional b-cbrg of the BC Live 0.0 par BC Dead O.C. Spacing: 24.0" Design Criteria�:tTPI overall atrrcture may be r- iced. (See H-B-91 of,T ti LICENSE #0050068 (truss plate Institute. TPI. is located at 583 D'thnofrio Drtve. Madison. Wisconsin 537191. 10M VANNESSA 1o.0 psf - , Code D@sC: FLA DMOVIEDO.r.32760 'TOTAL 33.0 psf _ _ Design: Manx Analysis JOB PATH: C:(TEE-LOKUOBSICHEK3 HCS 09.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty m incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as K may relate to a spe- clifc project and accepts no responsibility or exemises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual budding component in. accordance will ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreementwith the local budding codes. local cllrtatic records [o wind or snow bads. project specifications or specialapplied loads. Unless shown, truss has net been designed for storage or occupancy loads. The design assumes compression chords (top m bottaml ate contmu- ously braced by shmthfng unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied tied ceding, they should be traced at a maximum spacing of la-T o.c Connector plates shad be manufactured from 20 gauge hot dipped gahamud steel meeting AS{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 maaze a continuing responsibility for such veri- fkation. Any discrepancies am to be put In writing before culling or fabrication. Plates shall not be installed over knotholes, knits or distorted grain. Members shall be at for tight filling wood to wood bearing. Con. nector plates shalt be locatedon both. faces of the Coos with nabs fully imbeddedand shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- 1". A 6x8 plate is 6- -Me x it long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroW of the webs unites: dhe. shown. Connector plate sizes are minimum sines based on the forces shown and may need to be Increased for certain Iwnd- ling and/or erection stresses. This truss is not to be fabricated with fire retardant heated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7P1 I-I995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed In accordance with -Handling installing A Bracing". HIB-91. 71russes see to be handled with particular care during band d bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- dfwn and for resisting lateral forces shall be designed and installed by others. Careful hand- ing is essentlat and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and. danino(rig. The supervision of erectionof trusses shall be under the control or persons experkiiccd In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall notbe applied to trusses at any time. No bads other than the welght of the erectors shag be applied to us trses until after as fastening and bracing is completed. %-htSAPtAKt K J AG: iU# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT'CHORDSt 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.42" D=-0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTIONi: T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB - 1.15 T 5-9-12 0-6-6 WO: CHEK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125uph, H- 15.0 ft, I- 1.00, Exp.Cat. B, &zt- 1.0 Bld Type- Encl. L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf I1111pact Resistant Covering and/or Glazing Req TC... FORCE...CSI .BC ... FORCE ... CSI 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3597 0.64 3- 4 -4925 0.60 8- 7 3596 0.64 4- 5 -4018 0.67 7- 6 3614 0.72 TI: C ATY:1 _ a:== —=Joint Locations=====_ _===___= i) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- %-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 64 -1008 BOT PIN 39- 8- 0 1365 0 -1030 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SC'FISDI7LE: Support 1 1008# Support 2 1030# 6X8 8X10 6YR Face = 0-*IZ--3AJ_2-4 —� 0-8-0 5X6 I 3.00 Face = 0-3-12 T ll 9-7-11 11 194-10 9-7-11 1366k 8.00" 8 6 l-" 1366# 8.00" 40-0-0 1-0�-0 Cd�) A (12) 2X4 IRO-LOLO-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 10-10) !!�0.1595 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-OW4 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 n.r.aa u,.,,,r WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng is not erection bracing, wind bracing, portal bracing or strallar bracing which is a part of the building design and which must be considered by the bulding designer. Bracing shown Isfor lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations detemrined by the building designer. AddlUonal bracing of the overall structure may be required. (See HIS-9l of mi. frt s Plate institute, TPi, is located at 593 D'Onmfrio Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk. TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: C Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Cade Desc: FLA HCS: 09.20.02 DESIGN INFORMATION This design is for an miltvidual building componon ent and has been based on Informati Provided by the client. The designer disclaims any resporsfblUty for damages as a result of faulty or Inro,, ec information. specifications and/or designs furnished to the Imes designer by the client and the correctness or accuracy of this information as It may relate to a spe- cgk project and accepts no responsibility or eaxreises rut control conic regard to (abrim- tlon, handling, shipment and Installation of tresses. This truss has been designed w an htdfvidual building component In accordance with ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part 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 shower are In agreement with the local budding codes. local climatic records for wind or snow loads, project specifications or special applied. loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigidaWng, 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 va* that this drawing is 1n conformance with the fabrI atce5 plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in wilting before cutting or fabrication. Plates stall not be Wtalled over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded mid 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. Slob (holes) run parallel to the plate length specified. Double cub on web members stall meet at the cenbviii of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing R Bracing, MB-91. Trusses are to be bandied with particular care during banding and bundling. delivery and Wtallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poi_ Rion and for rusting lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always requited. Normalprecautionary action for '.. Louses requires such temporary bracing during Installation between trusses to avoid toppilmg and dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professlmal advice shall be sought 9 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 shalt be applied to suss until after all fastening and bracing ls canpleled- JB: CHESAPEAK2 K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB = 1.15 6 0000 T 5-9-12 0-6-6 Tr� 1 WO: LheK3 ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-01. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp-Cat. B, tizt. 1.0 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CST 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3597 0.64 3- 4 -4925 0.60 8- 7 3596 0.64 4- 5 -4018 0.67 7- 6 3614 0.72 TI: C 1 ATY:1 = --======Joint Locations=======_==== 1)_== 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 64 -1008 BOT PIN 39- 8- 0 1365 0 -1030 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1008# Support 2 1030# 6X8 8XIO Ave Face = 0-!kY2 3 (0_2-0 --� 0-S 6.00 5X6 13.00 Face = 0-3-12 r i 9-7-11 19-4-10 1 9-7-11 1366# 8.00" 8 6 1-0-0 1366N 8.001n 40-0-0 1� fi-0 C1�) A S (12) 2X4 ((�-RO-1-0-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1595 (M-aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANFESSA Dk(MEDO.tL32766 Design: Mrnru Andfysis WAKININ4: 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 bradrng or similar bracing which is a part of the budding design and which must be considered by the budding desloler. Bracing shown Is for lateral support of truss members only to reduce buckling length. Prov(slons must be made to anchor lateral bracing at ends and speclfled locations determined by the budding. designer. Additional bracing of Litt overall structure may be -TA-d. (See HIB-91 of TPM (Truss Plate institute. TPI, Is located at 583 D'Onefrto Drive, Madsorr- Wtscotism 5371% JOB PATH: CITEE-1.0KUOBSICHEK3 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live ' 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss ID: C 1 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA fits. 08,20,02 JB: tee; IESAPEAKE K 3 AC: 10# UPLIFT D.L. ULSA DESIGN INFORMATION This design is for an Individual building. component and has been based on. Information providedby the client. The designer diturns airy 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 tt may relate to a spe- ct8c project and accepts no responsibility or exec lses m wntaol wnh re�rd to falxlra- tlon, handling. shipment and installation of trusses. This truss has been designed as an individual budding component In accordance will 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 budding designer. the design loadings shown must be checked to be sure that the data shown are b agreement with the local building codes, local Climatic records for wild or snow loads, project speclikatiwss or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes. compression chords (top or botio-1 are contimv- oust' braced by sheathing unless otherwise specified. Whc- bottom chords in tension are not fully braced laterally by a properly applied rigid cefllog. they shroud be braced at a maximum spacing of 10'4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvauttedsteel 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 withthe fabricators plans and to realize a continuing responsibility for such veri- ffcatlMt. Any discrepancies are to be put to writing before cutting - fatnkatlon.. Plates shall not be installed over knotholes. knots or distorted. grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector plates stall be located on both far of the truss with nags 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 flmlesi run parallel to the bate length specified. Double cuts on web members shall meet at the centroid of the wet. unless otherwise shown. Connector plate sizes are mdnhnum sizes based on the forces shown. and may need to be increased. for certain hand- 4ng and/or election stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-M5 PRECAUTIONARY NOTES Ali bracing anderection recommendations are to be followed In accordance with -Handling Installing & Bracing*. Hl" 1. Trusses are to be handled with particular care during banding and bundling. delivery and installation to awd 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- ling 1" essential and erection bracing is always required. Normal precautionary action for trusses mclukes such temporary bracing during installation between trusses to avoid toppling and ck minoing. The supervision of erection of trusses shall be under the control of persons experienced b the installation of trusses. Professional advice shall be sought If needed. Concennation of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the "or of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 989# Support 2 1028# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 6.00 T 6-5-12 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, Hw 15.0 €t, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. -FORCE-CSI .BC ... FORCE...CSI 1- 2 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.50 13-12 3584 0.71 3- 4 -4342 0.54 12-31 3483 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.51 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3536 0.78 6X8 8X10 6XA Face = 0-*Tz- 0-8 F, 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1365 97 -989 BOT PIN 39- 8- 0 1366 0 -1028 BOT H-ROLL -6 00 ZX6 6-2-6 0-6-6 TT� 1 I 3.00 Face = 0-3-12 i 10-11-11 16-8-10 10-11-11 1 13 1 f 11 9 8 136641 8.00" rn/r 1-0-0 1366# 8.0011 ao-0-0 Cd��) A (12) 2X4 �(RO-1010- 10) 10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHR3 Mtarondd SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`'fg: Truss ID: D CONTRACTOR. Dsgnr: TLY Chet: Date: 10-09-02 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf Durfae - Lbr. 1.25 Bracing shown on this drawing is not erection bracbng, wind bracing, portal bracing or similar bracing SANFORD, FL. 32171 which is a part of the budding design and which must be considered by the building destger. Bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: p sing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (see HID-91 d'IPB. BC Dead 10.0 psf Design Criteria: TPI , LICENSE. #0050068 (Truss Plate Institute, TPI. is located at 563 D'Onofno Drive. Madison. Wisconsin 53719). Cade Desc: FLA 1005 VANNESSA 13ROVIEDO.M3276:3 ITOTAL 33-0 psf •� i _ 5, Design: Mrnrir Andysis JOB PATH: C.•ITEE-LOKVOBSICHEK3 HCS: 08.1 its: t-MbAVEAKE K 3 AC: 10# UPLIFT DESIGN INFORMATION This design is for an Individual building componentand has been haled ort Information provided by the client. The designer diseiatw any mi ponsibNty 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 Inf"r i anon - it may relate to a spe- ciBc project and accepts no responsibility or exeretses no control with regard to fabrka- tion. handbing, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with. ANSt/TPl 1-1995 and HOS-97 to be incorporated as part of the bulldtng 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 bads, project specifications or special applied bads. Unless shown. true has notbeendesigned for storage or occupancy bads. The design assumes compression chards (top or bottom) are contlnu- onaly braced by sheathing unless otherwise specified. Where bottom chords in to iston are not fully braced laterally by a property applied rigidcef ling, they should be braced at a maximum spacing of IUV' o.c Connector pates shall be manufactured from 20 gauge hot dipped grfvanlud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabncatbn. the fabricator shall review this drawing to verify that this drawing is In conformance with the lalxtcatoes plans and to realize a continuing responsibility for such veri- Clean- Any discrepancies are to be put in writing before cutting or fabrication Platys shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and sbdi. be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' tong. A 6x8 plate is 6' wide x 8" long. Slots (toles) run parallel to the plate length. specflled. Double cuts on well, members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes ane minimum sizes based on the forces shown and may need to be increased for certain hand - hug and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional. Information on guaitty Control refit to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed in accordance with -Handling installing r4 Bracing'.. 1119-91. Trusses are to be handled with particular cane during banding and bundling. delivery and Installation to avoid damage. Temporary andpermanent bracing for holding trusses In a straight and plumb pos- afon and for restating lateral forces shall be designed and Installed by others. careful. hand. King is essential and erection bracing is always required. Normal precautionary action for trusses inquires such temporary bracing during installationbetween trusses to avoid toppling and domfnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of muses. Professlonai advice shall be sought If needed. Concentration of construction bads greater than the designbads shall not be applied to trusses at any time. No bads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCEMDULE: Support 1 988# Support 2 1027# MAX LIVE LOAD DEFLECTION: L/999 L--0.32" D.-0.33" T.-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RIM - 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the ccmposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C6C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4002 0.54 14-13 3591 0.79 2- 3 -3689 0.51 13-12 3629 0.69 3- 4 -3880 0.45 12-11 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.52 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 TI: E ATY:2 -= .......... Joint Locations= _=________= 1) 0- 0- 0 6) 33- 1- 2 11)20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 3.2-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 100 -988 BOT PIN 39- 8- 0 1365 0 -1027 BOT H-ROLL, 12-8-0 14-8-0 12-8-0 1 2 4 6 ( 6.00 6X8 3X4 6XA Face = 0-3♦`IZ-- 17? I -� 0-8-0 � � 5X8 I -3.00 Face = 0-3-12 1 12-3-11 14-0-10 -11 12-3if 1366H 8.00" 13 1 11 10 9 8 1-" 1366# 8.001, _ 40-0-0 CdWl A s c12) 2xa cRalalo) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: , �!anoMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chi: Date: 10-09-02 40 MARONDA WAY TC Live 16.0 psf DuFFac - Lbc 1.25 SAN FORD, FL. 32771 gracing stnoan 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 !x 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 0.0 psf O.C. Spacing: p cing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified I ntlons determined by the building designer. Additional bracing of die overall structure may be required. ISee Hag-9I of Mi. BC Dead 10.0 psf Design , n Criteria: TPI LICENSE #0050008 HYuss Prate Institute. TPI. Is located at 583 D'Onofrio Drlve. Madison, Wisconsin. 53719f. COLie Desc: FLA 1005 VANNESSA DMOVIMO.FL32766 ninon Mom Iaarvd, inn rare. .-.err.-..... . ....... ......... TOTAL 33.0 psf V: 0 _ - HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information pmvlded by the client The designer disclaims any resp-lbillty for damages- a result of faulty or locorrect information. specifications andlor designs furnished to the tens designer by the client and the correctness or accuracy of this information as It may relate to a spe- cft project and accepts no responsibility or exembea rro control with regard. to fabrica- tion, handling shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance wab ANSI/M 1-19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registeredarchitect or professional englineetl. When reviewed for approval by the building designer: the design loadings shown must be checked to be sure thatthe data shown. are in agreement with the (oral building codes. local climatic records for wind o snow bads. projed specgkavons o special applied bads. Unless shown, tens bas not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ate contfnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maxk nun spacing of la-0" o.c. Connector plates shalt 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 fsbntators plans and to realize a continuing. responsibility for such ved- Acatknr. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knothole3. blots or distorted pain. Members shall be cut for tight firing wood to wood bearing. Con- nector plates shalt be bated on both faces of the truss withnntb fully Imbedded and shall be sym. about the joint urless otherwise shown. A 5x4 plate is 5" wide x 4" bog. A 6xii plate is 6" wide x 8' bng Slots (holes) run parallelto the plate length specified. Double cuts on web members shad meet at the centmW of the webs unless otherwise shown. Connector plate sins are minanum sizes based on the rotas 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 )umber unless otherwise shown. For additional [formation an Quality Contra) refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recom-endatlogs are to be followed in accordance with "Handttng Installing & Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- alon and for resisting lateral forces shah be designed and Installed by others. Careful hand- ling b essential and erection bracing is always required. Normal precautionary actionfor trusses requires such temporary bracing during )astaMon between trusses to avoid toppling and dominohng The supervision of erection of trusses shad be under the control of persons experiencedin the Installation of tosses.. Professional advice shall be sought If needed - Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to busses until after all fastening and bracing is completed. J5: L;ht:5APtAKE K 3 AC: 1 G* PLIFT D.L. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 987# Support 2 1026# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125fmph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft We 40.0 ft Truss in IINT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC...FORCE... CSI 1- 2 -4036 0.56 14-13 3627 0.80 2- 3 -3545 0.52 13-12 3656 0.68 3- 4 -3503 0.40 12-11 3195 0.48 4- 5 -3503 0.40 11-10 3195 0.48 5- 6 -3544 0.53 10- 9 3656 0.68 6- 7 -4036 0.58 9- 8 3626 0.80 6X8 3X4 6XR 7-9-12 0-6-6 TT� f Face = 0-1`IZ-- 12-23oo - 0-8-0 TI: F __ __ ---Joint Locationsse= ___ ===_==_= 1) 0- 0s 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 103 -987 BOT PIN 39- 8- 0 1365 0 -1026 BOT H-ROLL 5X8 3.00 Face = 0-3-12 08-0 1 13-7-11 11-4-10 13-7-11 it 1366# 8.0011 13 1 ft 9 8 1-0-0 1366# 8.00" L cd�) A S cu40-" _1_") 2Xa f lo) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 w Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Namur Andysfs VVJkKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing portal bracing or similar bracing which is a part of the budding design and winch must be consklered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling knngtlr. Provisions must be made to anchor Lateral bracing at. ends and specgled locations determined by the building designer. Additional bracing of the overall structure may be required. (.See HI13-91 of TPII. ITnrss Plate Institute. TPI. Is located at 563 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: C:I7EE-LOKVOBSICHEK3 Eng. Job: Dwg: Dsgur: TLY Chk: Truss ID: F Date: 10-09-02 TIC Live 16.0 psf DurFae - Lbr. 1.25 TIC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI , Code Desc: FLA TOTAL 33.0 psf HCS: 08,20.02 JB: CHESAPEAKE K y 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 far damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness car accuracy of this Information as It may relate to a spe- cifle project andaccepts na responsibility or exercbe no control with regard to fabrka- 6on. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance will ANsI/4P1 1-1995 and NDS-97 Lobe Incorporated as part of the building design by a Building Designer (registered architect or professional engmceri- when reviewed for approlial by the building designer. the design loadings shown must be checked to he sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads• project specifications or special applied bads. Unless shown, truss has not been designed for storage - occupancy bads. The design assumes compression chords (top or bottom) are contmu- ously braced by sheathing unless otherwise specified. where bottom chords 1n tension are not fully braced laterally by a property applied rigid ceiling they should be braced at a rnaxkmnm spacing of 10'-w o.e Connector plates shall be manufactured from 20 gunge hot dippedgalvanized steel meeting ASCM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator stall mvkw. this drawing to verify that this drawing Is In conformance with the fabrkatoCs plans and to reah- a continuing reaponsm8ity far such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over kn tholes. knots or distorted grain. Members shag be cut far tight fitting wood to wood bearing. Carl nectar plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wile. x 8' long. Slots (hol l run parallel to the plate length specified. Double cuts on web members shag meet at the cent-ld of the webs unless otherwise shown. Connector plate sties are coma"" sires based on the forces shown and may need to be Increasedfor certain hand - frog and/or erection stresses. This truss is not to be fabrkated with fire retardant treated lumber unless otherwise shown. For additional rin.tion an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed in accordance with -Handling InstaBarg & Bracing', HIBA I. Trusses ate to be handled with particular care during banding and bundling. delivery and Installationto avoid damage. Temporary and permanent bracing for holding trvssea In a straight and plumb pos- Won and for reslsgng lateral forces shall be designed and Installed by others. Careful hand- Iing Is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dorninomg. The supervision of erection of trusses shag be under the control of persons experienced. In the installation of trusses. Professional advice shall be sought H needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing iscompleted. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 1027# MAX LIVE LOAD DEFLECTION: L/999 L--0.28" D--0.29" T--0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB - 1.15 T 8-3-12 0-6-6 TT � I Face 0-8 CHEKJ WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chards are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Encl L. 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 pelf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4030 0.58 12-31 3623 0.79 2- 3 -3449 0.49 11-10 3645 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.49 9- 8 3645 0.66 5- 6 -4029 0.60 8- 7 3622 0.79 0-.*ft- 12-2-03 6X8 6X8 (-4 QTY:1 _---- ==_-=====Joint Locations== ========__=_. 1) 0- 0- 0 5) 31- 7-12 9) 24- 7- 8 2) 8- 4- 4 6) 40- 0- 0 10) IS- 4- 8 3) IS- 0- 0 7) 40- 0- 0 11) 8- 6- 8 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 114 -984 BOT PIN 39- 8- 0 1365 0 -1027 DOT H-ROLL 5X6 8-0-6 0-6-6 Tr� I f 3.00 Face = 0-3-12 14-8-8 9-3-0 14-8-8 1366/f 8.00" 11 8 1-0-0 1366N 8.00" Cd�A ES (12) 2X4 40-" 1� -0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-10-10) scale = 0.1595 Eiiiia Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESaA DROVIF00.11i Design. Matrix Analysis 1I11AKIVIMU: 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 bu8ding designand which must be constdemd by the building dodger. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing. at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (.See HIB-91 of TPI). ffruss Plate institute, TPI. Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 537191. JOB PATH: C:ITEE-LOKUOBSICHEK3 Eng. Job: Dwg: Ds9]i TLY Chic: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: G Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI . Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT Lf—.L DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. She designer discistrus any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the tans desifprer by the client and the correctness or accuracy of this information as it may relate to a spe- cific projed and accepts no responsibility or esuer-'_— no control wnh regard to fabrica- lion. handling, shipment and installation of trusses. This truss has been designed. as an individual building component inaccordance with ANSI/SPI 1-1995 and NDS-97 to be hrcorponted as part of the budding design by a. Building Designer (registered architect or professional engineer). When reviewed for approval. by the budding designer. the dotgn loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. prcleet specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are co nunu- mrsly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fumy Merced laterally by a Properly applied rigid ending, they should be braced at a rnaidrnurn spacing of 1(7-0- o.c. Connector Plates sham be manufactured from 20 gauge hot dipped gal anhed 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 fkbrlcator's plans and to realize a continuing responsibility for such vert- fkation. 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 forting woodto wood bearing Con- nector plates sham be located on both faces of the truss with nails fully imbedded and sham be sym. about the joint unless othecwtse shown. A 5x4 plate is 5' wide x 4' lung A a tS plate is 0* wide x 8- long Slots (hoic,l runparallel to the plate length specified. Double cuts on web members sham meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mintrmmn sizes based on the forces shown and may need to be Increased for certain hand- mng and/or erection stresses. This truss is not to be fabrl—ted with fire retardant treated lumber unless otherwise shown. For additional infonnauon on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with -Handling installing St Bractne, 110-91. Trusses are to be handled with particular care during banding and bundtfng, delivery and installation to avoid damage. Temporary and permanent bracing for holding. trusses In a straight and plumb pes- dbn and for resisting lateral forces sham be designed and installed by others. Careful hand- ling is essential and erection bracing is always requued. Normal premutiormy scum for trusses requires such temporary bracing during installation between trusses to avoid toppling and dounuroung. The supervision of erection of trusses shalt be under the control of persons experienced in the ill*fir of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design loads sham not be applied to trusses at any time. No loads other than the weight of the erectors shallbe applied to muses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEE; 2x4 SP #3 2x4 SP #2 3 WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Encl L- 58.0 ft N= 20.0 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.-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB . 1.00 6 0000 T 4-3-15 0-6-6 7- WO: CHEK3 WE: - MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2360 0.50 10- 9 2048 0.55 2- 3 -2294 0.34 9- 8 2049 0.47 3- 4 -2069 0.49 8- 7 2040 0.55 4- 5 -2288 0.35 5- 6 -2352 0.51 5X10 6XN 11 10 9 1378# 8.00" �1-1-�9 (Rl_19 I 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE 4ANSI/ I PI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mdrru Analysis TI: H ATYA _= =___======Joint Locations_ao ae:s_=.=..=== 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Frain PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- %-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1377 0 -559 BOT PIN 19- 8- 0 1371 0 -559 BOT H-ROLL 4-0-6 0-6-6 1372# 8.00" 430X (R1-1-7) WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownon this drawing is not erection bracing, wind bractrrg, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members o to reduce buckling king length. Provisions must be made W archer lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required.. (See HIS-91 of SPt(. ffruss Plate institute. Tf9, is located at 583 D'anofrlo Drive. Madison. Wisconsin 537191. JOB PATH: C: (7T&LOKU0"f7HEK3 scale = 0.3010 Eug. Job: WO: CHEM D'g= Truss ID: H Dsgnr: TLY Chit: Date: 10-09-02 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 q HCS: 08.20.02 JB: CHESAPEAKE K 3 A( DESIGN INFORMATION This desigin is for an Individual building component and has been based on information provided by the client. The designer disclaims any msponslbdity for damages as a result of Gutty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctnessor accuracy of this tnfmination. as It may relate to a spe- c0k pMect and accepts no responsfb lily or exercises no control with regard to fabrica- tion, handling, shipment and installation of busses. This truss has been designed as an individual building component in accordance wilt ANSI/TPI 1-19% and NDS-97 to be Incorporated as part of the building design by a. Budding Designer (registered architect or professional engbieerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic recrnds for wind or snow kinds. project specifications or special applied loads, Unless shown. truss has notbeen 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 traced laterally by a properly applied rW celNng, they should be braced at a. maximum spacing of 10'-0' o.c. Connector plates shall be manufactured frmni 20 gauge hot dipped galvanfud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkatlon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vert- fleation. Any dlscn panties are to be put in writing before cutting or fabrkatian. Plates shall not be installed over knoth0le5. Inds m distorted grain. Members shall be cut for right failing wood to wood hearing:. Con- nector plates shall be located on bothfaces of the truss with nags fatly 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. Slits (holes) run parallel to the plate length spec➢kd. Double cuts on web members shall meet at the -nU.M of the webs unless otherwise shown. Connector plate sizes are minimum sizes based bason the forces shown andmay need to be Increased for certain hand- ling and/or are ctlon stresses. This truss is not to be fabricated with floe retardant crated 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 accordanm with. -Handling Installing g Bradne. HIB-91. T'russes 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 Rion and for resisting isterat forces shag be - designed and Installed by others. Careful hand- ling b essential and erection bracing is always requited. Normal precautionary action for muses requires such temporary bracing durtng installation between trusses to avoid toppling and doadrmhig, The supervision of erecUorn of trusses shag be under the control. of persons ezperknced In the bnstallation of trusses. Professtonal adviceshag be sought if needed- Concentra0on of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the welgtrt of the erectors shall he applied to trusses until after all fastening. and bracing, is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 10# iir_ JFT D.L. WO: PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 5-3-15 0-6-6 0 Wc: MULTIPLE LOADS -- This design is the eenposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 20.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 6 0000 .TC ... FORCE ... CSI 1- 2 -973 0.33 2- 3 -791 0.28 3- 4 -667 0.19 4- 5 -787 0.28 5- 6 -972 0.36 -BC ... FORCE ... CSI 10- 9 826 0.40 9- 8 665 0.25 8- 7 825 0.40 4X8 4X6 oar JA3 712# 8.00" ' i-1-9 (1 1-1-7) 2040-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N00500fi8 1005 VANNESSA DAOVIEDO.Fl-32766 Design: Marrit Analysis VVP.KNINIU: 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 bracfnit or shrular bracing which K a part of the budding design and which must be considered by the building designer. Bracing shown b for lateral support of truss members only to educe buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovens➢ structure maybe required.. (See Hi6-91 of IPII. rr-s plate Institute. TPI. Is located at 583 D'Onolho Drive, Madison. Wisconsin 53719). JOB PATH: C;i7EE-L0KV08SICHEK3 =_=_==vuc=Joint Locations=========,a=====. 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 31 -547 BOT PIN 19- 8- 0 659 0 -496 BOT H-ROLL 6-00 Eng. Jab: 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 mf 0-66-6 -.L 5X6 7 I l I I 660#c 8.00e1 scale = 0.3171 Truss ID: I Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: FLA V:09-05-02- 7A7S- t I HCS: 08.20.02 JB: CHESAPEAKE K 3 - A%,. 10#UPUFT D.L. WO: CHEK3 . - WE: DESIGN INFORMATION This design is for an individualbuilding component and has been based on Information provided by the client. The designer disclaans any responsibility for damages as a result of faulty a frscorreci Informatlon. 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- dM project and accepts no responsibility or exercises no control wnh regard to fatria- tion, handling, ahtpment and. Installation of trusses. this truss has been designed as an Individual budding component in accordance with ANSIfM 1.-1995 and IDS-97 to be incorporated as part of the building design by a Building Designer (registered architector professional engineal. When reviewed for approval by the building designer, the design loadings shown most be checkedto be sure that the data shown are in agreement with the kcal building codes. local climatic records for wind or snow bads, project spcegieatlons or special applied bads. unless shown, tnus has not beendesigned for storage or occupancy bads. the design assumes compression chords (top or bottom arc cominu- ously braced by sheathing unless otherwise specified. Where bottom. chords In tension. are not fully braced laterally by a properly applied rlidd ceding. they should be bramd at a maximum spacing of 10'-0' o.c. Conned" plates shall be manufactured from 20 gauge hot dipped gelvanlzed 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 plus and to realize a continuing responsibility for such veri- fiation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt not be Installed over knothole. knots or distorted gram. 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 shall be sym, about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- lung. A 6x8 plate is 6- wide x 8' long, Slims (holes) run paraM to the plate length sped ied. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sides are minimum: sizes based on the force shown and may need to be Increasedfor certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addttlanat information on Quality Control refer to ANSI/TPi I-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations an to be followed in accordance with -Handling Installing & Bracing•'. MB-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 straigjit and plumb pas - Klan and for resisting lateral forces shall be designed and ustalled by others. Careful hand- ling is essential and erection tracing is always required. Normal preautbnary action for muses -qWf s such temporary bracing during histaktion between trusses to avoid toppling and dominolng. The supervision of erection of tosses shall be under the control of persons experienced in the Wtaflatlon of trusses. Professional advice shad. be sought if needed. Concentration of construction loads greater than the design loads shalt rot be applied W trusses aI any tine No loads other than the weight o1 the erectors shalt be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 532# Support 2 566# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" r3=-0.04" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 5-9-15 0-6-6 TI: J QTY:3 MULTIPLE LOADS -- This design is the ==========a,x-Joint LOCdt10n8==xS==n==a==s== _ composite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 070 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- D WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Bld Type. Encl L= 58.0 ft W. 20.0 ft Truss 0- 4- 0 711 60 -532 BUT PIN in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 19- 8- 0 711 0 -566 BOOT H-ROLL Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -963 0.31 8- 7 816 0.40 2- 3 -753 0.26 7- 6 816 0.40 3- 4 -753 0.27 4- 5 -963 0.35 1"-0 11 10-0-0 1 2 4 5 6.00 -6 4X6 712# 8.00" ;1 1--1-9 � 1-7) l 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSF #0050068 1005 VANNQSSA DILOVIEDO.Fl.32766 Design: Manx Analysis WAKNIN4: 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 stmliar blaring which is a part of the building designand which must be consideredby the budding desiger. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemunedby the budding designer. Additional bracing of the overall structure may be required, (See HIB-91 of TPd. Crruss Plate Institute, TFI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 108 PATH: C:I7EE7L0KV0n(HEK3 T 1 712# 8.00" 11-9 scale = 0.3010 Eng. Job: Dwg: Dsgur: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: J Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI , Code Desc: FLA HCS: 08.20.02 JB: C HESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design b for an Individual building i component and has been based on information provided by the client. The designer disclaims any responsibihty for damages as a insult or 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 ape- c➢1c prged and accepts no responsibility or exercises no control with regard to fabrAm- ! tin. handling. shipment and Installation of trusses. This trss has been designed as an mdivldual budding component in accordance wtth ANSI/M 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 approvalby the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local huddling codes. local climatic records for wind or snow loads, protect specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes caonpressin chords (top or bottomd are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a. maximum spacing of Ity-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gafvanirrd steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator she➢ review this drawing to verify that this drawing is in confom ince with the fabricators plans and to realize a continuing responsibility for such ved- ficatbn. Any discrepancies are to be put In wring before cutting or fabrication - Plates shall not be Installed wer knotholes, knots or distorted grain. Members shall be cut (. for tight fitting wood in wood hearing. Con- nector plates shin➢ be bated on bahrates of the truss with naps 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 6' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the antrold of the webs unless otherwise shown. Connector plate sloes are mmimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not. In be fabricated with Ile retardant treated lumber unless otherwise shown For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES A➢ bracing anderection recommendations are to be followed in accordance with "Handling '... Installing 8e Bracing', H113-91. Trusses are to be handled with particular are dutiog handing and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw_ Kim and for restating lateral forces shall be desipred and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses tequlres such temporary bracing during msfallatbm between Mosses to avoid toppling and donmotng. The supervision of erection of trusses shall. be under the control of persons expentenced In the Installation of trusses. Professional advice shall be sought if needed Concentration of construction bads greater than the desipmloads 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 f—tm. mg and bracing Is completed. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAR HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAR HORIZONTAL LIVE LOAD DEFLECTION: Tar 0.01" RMB a 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C6C, Va 125miph, H- 15.0 ft, I= 1.00, Rilp.Cat. B, Kzt- 1.0 Bld Type= Encl L- 58.0 ft W= 19.5 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 -947 0.32 8- 7 801 0.46 2- 3 -737 0.27 7- 6 749 0.45 3- 4 -740 0.32 4- 5 61 0.24 TI: J 1 QTYA _a = ---- =====t7oint Locations=====____ _ ==___ l) 0 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 ---MAR. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 700 26 -531 BOT PIN 19- 3-12 635 0 -473 BOT H-ROLL 10-0-0 9-5-8 1 2 4 5 6 0000 {�00 4X6 OXS 5-6-6 0-9-10 3X4 19-5-8 8 700# 8.00" 7 �1-1-9 � 636# 3.50" (RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-199! Lmaronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 3214)064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 1005 VANNESaA tM.OVIEDOXI-92766 19-5-8 VTFIKIUII U.* 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. windbracing portal bracing or similar bearing which is a part of the building design and which must be considered by the bulldmg designer. Bracing shown I% for lateral support of tress members only to reduce buckling length. Prrntsions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stnmdure may be required. (.See HIB-91 of TPII. (rruss Plate Institute. TPI. is located at 583 D'Oaofri Drt-. Madison. Wisconsin 53719), Eng. Job: Dwg: Dsgnr: TLY Chk: TIC lave 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf scale = 0.3254 Truss ID: J 1 Date: 10-09-02 DufFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Masrir Analysis JOB PA771: CATEE-LOKU0851CHEK9 RCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an lndlvldual building component and has been based on information provkicd by the ekent. The designer disclaim. any responsibility for damages as a result of faulty or Incorrect information- specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with rcgrrd to (abnca- t:on, handling, shlpment and installation of trusses. This truss has been designed as an Individual building component :n accordance will ANSIITP1 1-I995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design lmdings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local ctlmatk records for wind or snow bads. project speci iratirnn - special applied bads. Unless shown, trews has not been designed for storage or occupancy bads. The design assumes compression chords (tap or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are nofully braced laterally by a properly applied rfgkd ceiling, they should be bracedat a maxim= spacing of I(y-O" o.e Connector plates shall be manufactured from 20 gauge hot dipped galmnued seed meeting AMU A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertl'y that this drawing is In conformance with the fabricators plans and to realize a continuing responsibiity for such ved- fi atiort. Any discrepancies are to be put in writing before cutting or fabrication. Plato shall not be installedover knotholes. krtals or distorted grain.. Members shall be cut for tight fitting wood to wood bearing. Cor- nmW plates shalt be located car both faces of the truss with trails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate :s 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. slots (holes) rurt parallel W the plate length specified. Double cuts an web members shall meet at the cenbutd of the webs unless otherwise shown. Connector plate sew ate mmintum sites based on the forts shown and may needto be Increased for certain hand- ling and/or erection stresses. This truss 1, not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional Information on Quality Control refer to ANSI/TPI I-199S PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed It accordance with "Handling Installing & Bncmg', 1116-91. Trusses are to be handled with Paiticular care during banding and bundling. delivery and Installation to avoid der .W- Temporary and permanent bracing for holding busses in a straight and plumb pos- Monand for resisting lateral forces shall be designed and installed by others. Careful hand- . Ifng. is essential anderection bracing Is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dommdng. The supervision of erection of trusses shall be under the control of persons experienced It the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any thee. No bads other than the . weight of the erectors shall be applied to trusses until after all fastening andbracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4-5-15 0-6-6 0-8 CHEK3 WE: Analysis based on Sinplified Analog Model, MULTIPLE LOADS -- This design is the composite result of fmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125wh, Ha 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W- 19.5 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 -1753 0.40 9- 8 1553 0.34 2- 3 -1578 0.35 8- 7 1454 0.37 3- 4 -3383 0.36 7- 6 113 0.13 4- 5 -1383 0.36 TI: J3 QTY:1 =_- _ _==_=====Joint Locations=====_=____ 1) 0- 0- 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loe Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROLL 0- 4- 0 701 168 -515 BOT PIN 7-4-0 12-5-0 1 ' 2 4 5 6.00 3.00 4X8 2X4 Kva 9 702# 8.00" 1-1-9 (R1-1-7) I 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0004 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 1005 VA14NESSA DR.OVIEDO.FL31766 Design: Matrix Andfysis VYAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing w similar bracing which Is a par of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall. structure may be requited. (See HIB-9I of TP11. (truss Plate Institute, TPI. is located at 583 D'Onofno Drive. Madison, wismmin 53719). JOB PATH: C 1TEE-LOKVOBSICHEK3 645# 1.50" (RO-3-8) scale = 0.3209 Eng. Job: WO: CHM Dwg: Truss ID: J3 Dsgur: TLY Chk: Date: 10-09-02 TC Lice 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI , Code Desc: FLA TOTAL 33.0 psf V 0 - - - j HCS: 0& 20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result or faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this mforrmatJon. as It may relate to a spe- ctffc prgectand accepts no reiponslbdity or exercises no control with regard to fabrfca- Uon. handling. shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance will ANSUTPF 1-19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect m professional engineer). When reviewed for approval by the budding designer. the design loadingsshown must be checked to be sure that the data shown are to agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of la-(r 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 d-wing to verl(y that this drawing b m conformance with the fabricators plans and to reallm a continuing responsibility for such ven- fication. Arty disempancb are to be put in writing before cutting or fabrication.. Pales shad notbe installed over knotholes, knots - distorted. gram. Members shad be cut for tight f bung woodto wood bearing. Con.- nector plates shad be located on both faces of the truss with nabs fully Imbedded and shad be m. syabout the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' king. A 6.8 plate is 6' wide x 9- tong Slots (holed run paradel to the plate length specified. Double cuts on web members shall mat at the centroid of the webs unless otherwise shown.. Connector plate alms are minimum sizes based on the forces shown and may need to be mcreased for certain hand- ling andlor 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 arc to be followed in accordance with 'Handling Installing h Bracing°, H113-91. Trusses -to be handled with particular care during banding and bundling delivery and Wtallation to avoid damage. Temporary and permanent bracing fw holding trusses In a straight and plumb pos- monand for resisting lateral forces stall be designed and Installed by others. Careful hand- ling is essential and erection bracing is at"ys requited.. Normal precautionary action for trusses requires such temporary bracing daring hbsfa9atlon betwan trusses to avoidtoppling and dominoing. The supervision of erection of trusses shall be under the control of persoro experienced In the tnstaElotlon of trusses. Professionaladvice shad be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No bads other than the weight of the erectors shad be applied to russes tuntil alter all fastening and bracing 1s completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 64# Support 2 1076# MAX LIVE LOAD DEFLECTION: L/999' L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE IAAD DEFLECTION: T- 0.03" RMB - 1.15 7-5-15 0-6-6 i n*3 WE: (): Plate(s) OFFSET from joint center. The Joint Detail Report angst be included With any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C6rC, V. 125agih, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 58.0 ft W. 20.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE...CSI .BC ... FORCE ... CSI 1- 2 -37 0.15 13-12 7 0.20 2- 3 296 0.30 12-11 4 0.11 3- 4 1196 0.44 11-10 -323 0.13 4- 5 511 0.29 10- 9 -430 0.19 5- 6 235 0.15 9- 8 -174 0.10 8- 7 -170 0.12 TI: K = __ = ====Joint Locations==== ========= 1) 0 0- 0 6) 20- 8- 0 11) 8- 0- 0 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 173 -64 BOT PIN 11- 6- 4 1282 0 -1076 BOT H-ROLL Ilk 13-4-0 7-4-0 1 2 3 5 6 6 0000 -6.00 io 3..-.4-8 _n 10.80 I 4X6 0-6-6 1 T 3-0-0 i 4-2-6 8-0-0 34-0 9-4-0 13 12 1 9 8 185# 8.001' 1283# 3.50" 1-1-9 CANT: 9-0-0 COSME�I 'k 4) 2X4 20-8-0 (` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1 19 -1995 H 1�-1-7) �. scale = 0.2803 Maronda Systems) , 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 1005 VANNESSA DR.OVIEDO.FL32766 VVRk 1r44 <: 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 shndar bracing which is a part of the building design and which must be considered by the budding deslgmer. Bracing shown is for lateral support of truss members only to reduce buckling. length. PrOvIslons must be made to anchor lateral bracing at. ends and specified lo©.tlons determined by the building designer. Additional bracing of the Overall structure may be required. (.See HIB-91 of TPII. rrr Plate Institute. TPt. 1s located at 593 D'Onoftlo Drive. Madison. Wisconsin 5371g. Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: K Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmra Analysis JOB PATH. C.ITEE-LOKUOBSICHEK3 HC& 08.20.02 .iB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Informationprovided by the client. The designer disclaims any responsibility for damage as a result of I faulty or Incorrect information. specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cRk project and accepts no responsibility or exetrlses no control with regard to fabrla- tion, handling. shipment and installation of trusses. This truss has been designedas an Individual building component in accordance wtU ANSI/TPI 1-19%and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional I engineed. When reviewed for approval by the building designer. the design loadings shown most be checked to be acre that the data shown arcinagreement with the local building codes.local climatic records for wind or snow bads. projectsspecifications orspecialapplied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterallyby a propedy applied rigid ceiling. they should be braced at a maximum spacing of W-Wo.c. Connector plates shall be manufactured from. 2t gauge hot .. dipped galvanized steel meeting AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing la in uvnfomantt with the fabricator's plans and to realize a continuing responsibility for such vert- Roatton. 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 it& fitting wood to wood hearing Con- nector plates shad be lasted on both faces of the truss withnads fully imbedded and shall be symabout the joint unless otherwise shown. A 5x4 plate /s S wide x 4' long. A 6x8 plate is 6" wide x Ir tong. Slots moles) run parallel to the plate length specified. Double cuts on web members sha11 meet at the mrtrokl of the webs unless otherwise shown. Connector plate sizes are miniourn sizes based on the form shown and may need to be increased for cestam hand- ling and/or erection stresses. This moss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control tef r to ANS1/TPI 1-1995 PRECAUTIONARY NOTES AID. bracing and erection recommendations are to be followed In accordance with 'Handling installing R Bracing'. 11I13-91. Tosses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trruscs in a straight and plumb pos- Mon and for restating lateralforces shad. be designed and Installed by others. Careful hand- ling is essential and erection bracing is always tequbed. Normal precautionary action for trusses —A— such temporary bracing during Imstaliatbn between trusses to avoid toppling and domineing, The supervision of erection of trusses shall be under the control of persons experienced in the installation of tosses.. Professional advice shall be sought if needed. Concentration of cousbvetion loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to s treses until after ell fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS- 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE - support 1 56# Support 2 1127# MAX LIVE LOAD DEFLECTION: L/999 L--0.08" D=-0.08" T--0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB a 1.15 6-5-15 0-6-6 I Q : Plate(s) OFFSET from joint center. The Joint -Detail Report angst be included with any submittal, inspection, and/or fabrication documentation - MULTIPLE LOADS -- This design is the composite result of m1tiple loads. WndLod per ASCE 7-98, C&C, V= 125aph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- fficl La 58.0 ft W= 20.7 ft Truss in I;V zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI 1- 2 74 0.17 2- 3 291 0.20 3- 4 1142 0.29 4- 5 976 0.28 5- 6 355 0.28 BC ... FORCE ... CSI 11-10 -18 0.22 10- 9 -350 0.17 9- 8 -256 0.16 8- 7 -260 0.23 [�%Tjk'w _ _ ===Joint Locations-===__'_____ = 1) 0- 0 0 5) 15- 4- 0 9) 11- 4- 0 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 4) 11- 4- 0 8) IS- 4- 0 ---MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 181 -56 BOT PIN 11- 6- 4 1282 0 -1127 BOT H-ROLL 114-0 4-0-0k 540 1 2 3 1 6 Q I" 3-4-8 10.80 I 4X6 4X8 -6 0000 0-6-6 r i T 3-2-6 � n 8-0 0 3-4-0 94-0 11 10 g 186# 8.00" 12SU 3.50" 7 1-1-9 CANT: 9-0-0 �— - 20-8-0 - L 1-1-9 COSI(�I�L� ATES (4) 2X4 r (R1-1-7y EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2922 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1606 VANNESSA DROVIEDOXI-32766 Design: Matrix Analysis WAKN[NG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing, shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be conskterrcl by the building designer. Bracing shown is for lateral support of toss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H1B-91 of Tun). (Truss Plate Institute, TI9, Is bated at 583 D'Onofrto Drive. Madison. Wi constn 537191. JOB PATH: CATEE-LOKUOBSICNEK3 Eng. Job: Dag: Dsgnr: 'FLY Ceti: W , Truss ID: KI Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V: - 3 - HCS• 08.20.02 J12: tat tJAYtAKt K J At.;: IU# UFUr1 D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component andhas been based on Information provided by the client The designer disclaims any responsibility for damages m 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 project and accepts no responsibility or exucses no contend with regard to lalxira- tlon. handling, shipment and wtatfaWn of trusses. This truss has been designed as an 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 Deslgter (registered architect or professional englnord, When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local ckmatle records for wind or Straw k'ads. project specltkatiors or spechl applied lards. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottaml are contlnu- tr sty braced by sheathing unless otherwise specified. When: bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be traced at a maxi nun spacing or 10'-(7' o.c. Connector plates shallbe manufactured from 20 gauge hot dipped galvanfrcd 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 confonnanm with the fabricatmrs plans and to realize a continuing responsibility for such verl- Ilcaiton. Any dbcnepazufes arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight RUIng wood to wood bearing. Con- nector platesshall be located on both faces of the truss withnags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" aide x 4" long A W plate Is 6" wide x W long. Slots (hok sl run parallel to the plate length specified. Double cuts on web members shall. meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are mtrilmurn sties based on the forces shown and may teedto 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 Quabty Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing R Bracing'. HIB-91. Trusses are to be handled with paitkular care during banding and bundling delivery and Installation to avoid damag- Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ki m and for resisting lateral. forces shad be designed and Installed by others. Careful hand- ling is essential and erection tracing is always requited. Normal precautionary action for trusses rt Td- such temporary bracklg during Installation between truism to avoid toppling and doraftwirg. The supervision of erection of trusses shall. be under the control of persons experenced 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 thanthe weight of the erectors stall be applied to trusses until alter all fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125aph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 58.0 ft W. 20.7 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 MAX HORIZONTAL T. 0.02" MAX HORIZONTAL T=.0.01" RMB - 1.00 5-5-15 0-6-6 i 1 (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included With any submittal, inspection, and/or fabrication documentation. 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 1 640# Support 2 856# Support 3 350 02 T=-0.04- -TC ... FORCE ... CSI ..BC ... FORCE .. Concentrated LBS TOTAL LOAD DEFLECTION: 1- 2 -806 0.28 13-12 683 TC Vert L+D -120 17 2- 3 -609 0.26 12-11 476 BC Vert L+D -1449 1 LIVE LOAD DEFLECTION: 3- 4 -51 0.44 11-10 -29 BC Vert L+D -79 17 4- 5 -51 0.44 10- 9 -2205 ----MAX. REACTIONS PER 5- 6 -795 0.22 9- 8 703 X-Loc Vert HDriz 17p1 8- 7 693 0- 4- 0 615 82 -64 12-10- 0 2435 0 -8 20- 6- 4 546 0 -35 120# 9-4-0 8-0-0 1 2 4 6 r 6.00 5X6 2X4 4X8 0.15 0.21 0.27 .CSI 0.29 0.16 0.33 ^� axis i6X81 6X8 -3'u'u Uin M. 00 TI: K2 QTY. 1- a _ = ======J__ oint Locations_____________ 1)0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 L cation 4- 0 7-4 -4-0 BEARS LOCATION----- ift Y-Loc Type 0 BOT PIN 56 HOT H-ROLL 6 BOT H-ROLL 0-6-6 T 2-2-6 i 3-0-0 n '113 12 Il 1 g 7 616# 8.00 2435# 4.00" 1-1-9 546# 3.50" e 20-8-0 l 1.1_9 (R1-1-7) OkI49l12-10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale 0.2922 LMaronda Systems- ) ' 4005 MARONDA WAY SANFORD, FL. 32771. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068NN 1005 VAESSA DROVIEDO.M32766 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erection bracing, wild bracing, portal bracing or staidar bracing which Isapart of the huildhmg design and which must be considered by the building designer. Bracing shown s for lateral support of truss members only to reduce buckling length. Provisions must. be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP0. [truss Plate Institute. M. is located at 5" D'Onofro Drive, Madison. Wisconsin 53719). 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 Truss ID: K2 Date: I 0-09-02 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FlA HCS: 08.10.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the chent. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specink o.ns I 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- cif a 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 budding component In accordance with ANSIITPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional j englnad. 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 loaf building codes, local climatic records for wind or snow loads. project specUkations or special applied loads. Unless shown• truss has not been designedfor storage or occupancy loads. The design assumes compression chords (top or bottom) are conlinu- ! ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced lateralty by a property applied rigid ceding, they should be braced at a maxtmum spacing of la-0- a.c. Connector ! plates shad be manufactured from 20 gauge hot dipped gatvanteed 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 j; conformance with the fabricators plans and to maltre a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted gratn. Members shall be cut for light (tiling wood to wood bearing. Con- vector plates shall be krcated on both faces of the truss with nabs fully Imbedded and shadbe sym. about the joint urdess otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wile x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sins are minbnum sizes basedon 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 flee retardant treated lumber unless otherwise shown. For additional informalton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with "Handling Instating @ Bracing'. H16-91. Trusses are to be handled withparticular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent tracing for folding trusses in a straight and plumb pos- ition and for restating lateral forces stall be designed and installed by others. Careful hard - ling Is essential and erection bracing is always required. Normat preautioriary action for ttttsses requires such temporary bracing during Installation between trusses to avoid toppling and dominofng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shad be sought 9 needed. Concentration of construction bads greater that the design bads shall not be applied to trusses at any time. No Inds other than (lie weight of the erectors shall be applied to trusses unit) after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03" RMB = 1.15 4-5-15 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl Lira 58.0 ft W= 13.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 926 0.36 7- 0 -747 0.16 2- 3 -766 0.39 0- 6 -962 0.21 3- 4 0 0.32 6- 5 -587 0.27 TI: K3 QTY: =_ ====_====:xTOint LOCations==:===_ __ ==___ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 BOT PIN 12-10- 0 422 0 -408 BOT H-ROLL PROVIDE HORIZONTAL CONNOMCK PER SCHEDULE s Support 1 206# 4X8 2xd 4-2-6 sA4 3.00 11 3.00 0-8-0 i 6-0-0 7 1 487# 8.00" 5 1-1-9 1 423# 4.00" (RI-1-7) F 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-OOM Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 10(15 VANNESSA DELCMEDO.M32766 Design: Mdlrfx Andysis 1111AKMIIY(4: READ ALL NOTES ON THIS SHEET. A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownon this drawing is not erection bracing, wind bracing. portal bracing or slmdar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing shaven is for lateral support of truss members only to reduce buckling length- Provisions must be made to anchor lateral bracing at ends and specfied locations determined by the budding desig7or. Additionalbracing of the Overall structure may he required- 1Sce HIB-91 of Tpl). 1Truss Plate Insmtute. TPI, is bated at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:17EE-L0KV0BSIC11EK3 Eng. Job: Dwg: Dsgur: TLY Chk: TC lave 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf scale = 0.4674 Truss ID: K3 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA HCS: 0&.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. 1 DESIGN INFORMATION This design is for an IndWuai building component and has been based on information i provided by the client The designer disclaims any rcPonsBHlmyfor damages as a result of faulty or Incorrect Information. specgloations 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- ciftc project and accepts no responsibility or eserebes no controlwith regard to fabrics- tier., 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 butldfng design by a Building. Designer treptemed architect o professional engInced. When reviewed for approval by the j building desfgirer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. i brat climatic records for wind or snow loads. plc Jea 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 contiru- onsly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ttWn& they should be braced at a i 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 fabicatbn, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's phra and to j reaNre a continuing responsibility for such ved- fleation. Any discrepancies are to be put In wrlung 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 shag be located on both (aces of the truss with nails fully Imbedded and shall be sym. about the loin unless otherwise shown. A 5x4 plate is 5" wide x 4" king. A 6x8 plate Is (" wide x tl• long. Slots (holes) run parallel to the plate length specified. Double cuts on web members slab aneetat the oent-ld of the webs unless otherwise shown. Conntttor plate sizes are n'U*uum tees based on the forces shown and may need to he Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional Information on Quality Control rderr to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations am to be followed In accordance with "Handling Installing h Stachng'. HIS-91. Trusses are to be handfed with particular care during banding and bundling. delivery andinstallation to avoid damage. Temporary and pecmummt bandng for Folding trusses In a straight and plumb pos- aion and for resisting lateral forces shalt be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always requtmd. Normal precautionary actionfor trusses requires such temporary bracing dtutrig Installation between trusses to avoid toppling and domltwing. The supervision of erection of trusses slam be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of constructionloads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of be erectors shall be applied to trusses until after all faster" and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 SLIDERS: 2x4 SP #2 Nndtrod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W= 13.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Iaglact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAF) DEFLECTION: Ts 0.05" RMB - 1.15 0-6-6 4 WO: CHEK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" O.C. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the coalposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 543# Support 2 590# --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -836 0.43 6- 0 -606 0.15 2- 3 888 0.44 0- 5 725 0.18 5- 0 725 0.18 0- 4 -590 0.15 TI: K5 QTY:1 __== ======Joint Locations=====__==—.—= . 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L7c Vert Horiz Uplift Y-Loc Type 0- 4- 0 492 49 -543 BCn PIN 13- 0- 0 491 0 -590 BOT H-ROLL 6-8-0 6-8-0 1 3 6 0000 -6�0() 4X6 in -- 3-10-0 !a 3-10-0 --s{ 3.00 3.00 0-6-6 i 0—M 0-8-0 i 6-0-0 6-0-0 6 4 49211 8. 492# 8.00" 1-1-9 13-4-0 GABLE ( 1 (16) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 Studs ® 2-0-0 o.c. scale = 0.42% LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-00" Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 o similar bracing which is a part of the building designand which mustbe considered by the building designer. Bracing shown Is for lateral support of truss mcrnbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required- (See HIB-9t of TPII (Truss Plate institute. TPI. is located at 583 D'Onofrio Drive, Madison Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC iive 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: K5 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Merin Analysis JOB PATH: C•ITEEWWOBSiCHEK3 RCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims I any respons@nlgy for damages as a result of I faulty or incorrect Information, specifications jand/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cdk project and accepts no responsibility or exercises no control with regard to fabrica- tfon, handling,shipment and installation of trusses. This truss has been designedas an indMdual building component in accordance with ANsf/'M 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or Professional engln-J. When reviewed for approval by the budding designer.. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. am cltmatk; recods for wind or straw Loads. project sp-Ok u— or special applied loads. Unless shown. truss has not been designed for storage - occupancy bads. The design assumes ' compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specgkd. Where bottom chords in tension are notfusty traced Laterally by a properly applied j rigid celling, they should be btaoed at a maximum sparing of la-0' o.c. Connector plates shall be manufactured from 20 gauge tot 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. b in conformance with the fabricatoes plans and to j realize a continuing responsibility for such verl- Bcation.. Any discrepancies are to be put in writing before cutting - fabrkatio- Plates shall not be installed over knotholes. knots - distorted gain. Members shall be cut for tight tiff" wood to wood bearing. Con- nector plates stall be Looted on both faces of the truss with salts Wily Imbedded and shall be sync about the Joint unl-a oU-4se shown. A. 5x4 plate is W wide x V long. A 8x8 plate is G" wide x 8' long skis (holed cam parallel to the plate length specified. Double cuts on web members shall mat at the mntrold of the webs unless otherwise shown. Connector plate sizes are minimum stres based on the forces shown and may need to be increasedfor certain hand- ling and/or erection stresses. This truss is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional information on. Quality Controlrefer to ANSI/TPI 1-I995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Hamdting fnstalnng @ Bracing'. H115-91. 71russes are to be handled with patkular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- mfun andfor resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erectionbracing b always required. Normalprecautionary action for trusses requites such temporary bracing. during installation between trusses to avoid toppling and. dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice sham be sought d needed. Concentration of construction bads greater than the design loads shall not be applied to tresses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing b completed JB: CHESAPEAKE K 3 Ai: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L ATY:2 TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 �y Continuous lateral bracing attached to ________--Joint Locations==— ==_=___ __= N1 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS - --- BEAR. BLKz 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF TO Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-00. TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 -1- 2-15 -9 13- 2-10 continuously braced unless noted otherwise. composite result of multiple loads. BC Vert L+D -10 0- 0- 0 -10 12- 6-10 WndLod per ASCE 7-98, C&C, V. 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated LES Location H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- 0- 5 -87 5- 7-10 Bld Type= Encl L= 58.0 ft W= 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Support 1 609# Support 2 591# TC Vert L+D -127 9- 2-14 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SC3�7LE , TC Vert L+D BC Vert L+D --21 202 12- 0- 5 MAR LIVE LOAD DEFLECTION: L/608 at JOINT # 5 Support 1 262# BC Vert L+D -53 5- 7-10 L=-0.24^ D= 0.08" T=-0.16^ ..TC... FORCE ... CSI-.BC... FORCE ... CSI BC Vert L+D BC Vert L+D -64 9- 2-14 -40 12- 0- 1 MAX HORIZONTAL TOTAL LOAD DEFLECTION- T- 0.05" 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- MAX HORIZONTAL LIVE LOAD DEFLECTION. T= 0.07" 2- 3 1694 1.00 - 4 -203 0.30 35# 87# X-/-C Vert 13� 546 Horiz 01 Uplift Y-Loc Type TOP H-ROLL OL 366 262 Z - BOT P3N RMB = 1.00 13-1-14 1 2 3 3.33 4-5-10 0-66-1 —L 0-6-6 T 1-71-12 1 2-6-5 1.68 I a9� ei 1 6 11-9-1 5 367# 9.56" 4 1-10-9 1 547# 2.50" 12-6-10 0--8--0- (R1-10-7) 1 21# 54# 64AP 40 ' lKU-li s) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19 5scale = 0.4437 - WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. job: WO: CHR3— arOnda SystemsA LMDI COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L CONTRACTOR. Dsgnr: TLY I Chk: Date: 10-09-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFaC - Lbr. 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the budding design and which 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 budding length, provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. Trade to anchor Moral bracing at ends and spec( egdred k3ee RIB-9 o 1711.e budding designer. Additional braeq of the Overall structure may be r BC Dead 10.0 psf Design Criteria: TPI - LICENSE #0050068 (rr ss Plate institute. TPI. is bated at 583 D'Onofrio Drive. Madison,. Wisconsin 53719). ,.a,.e CadDeSC: FLA tool VANNE89A 0a.0"etw.rt.3276e j TOTAL 33.0 psf - _ 36 Design: Matrix Antrlysis JOB PATH: C:1TEE-LOKUOBSICHEK3 RCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or bxvrrectinformation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as d may relate to a spa cgk project and accepts no responslbWty or exercises no control with regard to fabrics - lion, handling, shipment and installation of trusses. This truss has been designed as an mdwafuei building component in accordance wftt ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building designby a Building Designer (registered architect or professional englneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or specialapplied loads. jUnless shown, truss has not beendesigned for j storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously traced by sheathing unless otherwise spedtkd. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cellftV. 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 ;•s this drawing to verify that this drawing is in. conformance with the fabricator's plans and to realize a continuing responsibility for such vert- Batton. Any discrepancies are to be put in '.. writing before cutting or fabrication. �:. Plates shall not be Installedover knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood hearing. Con- nector plates shalbe 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- wick x 4- long A 6x8 plate Is 6- wick x Ir long. Sleds (boles) 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 are minimum sizes based on the forces shown and may need to be increased for certain hand - Ong and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional r Information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES Ali tracing and erection recommendations are to be followed in accordance with -Handling installing h Bradrng', HID-91. Truss- arc to be handled with particular arc during handing andbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for residing lateral forces shall be designed and metalled by others. Careful hand- 8ng Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tnslallatton between trusses to avoid toppling ',.. and dommoing. The supervision of erection of trusses shal be under the control of persons experienced in the Installation of truss-". Professional advice shall be sought if needed. Concentration of construction loads greater thanthe deslgt loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to theses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L1 ATY:2 TOP CHORDS- 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECTION: L/999 L--0.10" D--0.10" T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 11, 4" span framed to BC one face Or 9" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type, Encl L- 58.0 ft W= 8.9 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 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 RMB = 1.00 2-PLYS REQUIRED 3-0-0 = >a =____== ===Joint Locations=== __ _===_ ___ 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF TO TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc pe 0- 1-12 866 0 -397 BOT PIN 8- 8-12 866 0 -397 BOT H-ROLL This truss has not been designed for ROOF PONDI G. Building designer must provide adIete drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8 1 2 3 8X10 AV9 sx6 5X6 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32766 Desigm Manx Analysis WAKNiN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing. portal bracing or similar bracing winch Isa part of the bufldmrg design and winch must be considered by the building destgner. Bracing shown is for lateral support of truss mennbas 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 HfB-91 of TPd. (Truss Plate Institute, TPI, is located at 583 D'Ormfrio Drive, Madison Wisconsin 537191. JOB PATH: C:1TEE4_0KU0BSIC11EK3 scale = 0.7000 Eng. Job: WO: CHEK3 Dwg: Truss ID: LI Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI , Code Desc: FLA TOTAL 33.0 psf -0 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: A DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the clicaL The designer disclaims any responsibility for damages as a resuk of faulty or incorrect Information, specifications and/or designs furnishedto the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cgdc project and accepts no responsibility or exerc6es coo control wain regard to fabna- tion.. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance will ANSI/7Pl 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Dealgner (registered architect or professional engheer). When reviewed for approval by the building designerthe designloadings 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 speci(aBtbns or special applied loads. Unless shown, truss has riot been designed for storage - occupancy bads. The design assume compression chords (top or bottarm) are conti ou- ously braced by sheathing unless otherwise specffled Where bottom chords to tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxamum spacing of IO'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASiM A 653. Grade 40. unless otherwise ahowm. FABRICATION NOTES Prior to fabrication. the fabricator shalt review this drawing to verify that this drawing Is In conformance with the fabriator's plans and to realize a continuing responsibility for such vert- fkation. Any discrepancies are to be put In writing before cutting or fabriation Dates 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 tons with nails fully Imbedded and shall be "in. about the joint unless otherwise shown. A 5x4 plate Is 5- -file x 4• king. A 6x8 plate is 6- wide x 6" king. Slots (hole) 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 slze are minimum sizes based on the forces sbown end may need to be Increased for certain hand- ling and/or erection stresses. 7bla tow is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Idormation our guabty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommedatlons are to be followed to accordance with 'Handling Installing $ Bracing'. HIB-91. 7hu are to be handled with particular care during banding and bundling, delivery and bratallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ttloi and for resisting lateral forces shall be deigned and Installed by others. Careful hand- Iing is essential and erection bracing is ahaays requfted. Normal precautionary action for trifsses requites such temporary bracing during Installation between tresses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the controlof persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No toads other than the weight 0( the erectors $hail be applied to Crosse until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to =________=====Joint Locations====_ ===__=___ BOT CHORDS: 2x4 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/31x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ BEAR. BLK: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF TO Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 13- 2-10 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location Shim or wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 WadIod per ASCB 7-98, t'6nC, V. 12 5aph, bearing. TC Vert L+D -48 3- 9- 1 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D -70 6- 1-15 Bld Type. Encl L- 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D -127 10-11-10 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SC3EDI7LE BC Vert L+D -6 1- 4- 4 MAX L�tLOADDEFLECTION: Support 1 263# BC Vert L+D -19 3- 9- 1 L=-0.25^ D= 0.00" T--0.25" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -44 -60 6- 1-15 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 T- 0.061 Ta,0.AX 06ZONTAL LIVE LOAD DEFLSCTIt 3 ^ 2- 3 ?TD06 0.92 5- 167 0.47 + 4( 70# --MAX. REACT�S PSR BEARING IOCATICIN----- g Loc Vert} z Uplift Y-Loc Type 1 `i3 0-10 71¢¢ 0 RMB - 1.00 13-1-14 0- 4-13 678 263 -591 TOP -609 BpT H-ROLL PIN 1 2 3 F3 33 4-5-10 0-6-1 i 2-6-10 1.68J i 11-6-10 6 5 678# 9.56" 4 1-10-9 719# 2.50" 1 6-10 (111-10-7) lip 19# OL -8-0 44# EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSUTPI 1-1995 60# 769 scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Lmaronda SyStelinS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L2 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk-- Date: 10-09-02 ,)l TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing b not erection bracing. wiid bracing, portal braclnp, or sun r bracing which Is a part of the building design and which must be considered by the building designer. Bracing TC 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. Pro,Istons must be BC Live 0.0 p f 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 bracing of the overall structure maybe required.. (,4ce HIB-91 0('1?M BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 rfruss Plate Institute. TPI, is located at 583 D'Onofro Drive. Madison. Wisconsin 53719h. Code Desc: FLA ' 1005 VANNESSA DROVIEDOSL32766 TOTAL 33.0 psf V• - 4_ 38 Design: Manx Analysis JOB PA771. C.17EE-LOKUOBSICHEK3 RCS: 08.20.02 { JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclattns any rasp mAnbty for damages as a mull of faulty or incorrect Information, specifications and/or designs fundshed to the toss designer by the client and the correctness or accuracy of this Information as. It may relate to a spe- efic project and accepts no responsibility or exercises no control with regard to fabrica- tion, harndling, shipment and Installation of louses. This truss has been designed as an Individual building. component In accordance wfh ANSI/TPI 1-19M and NDS-97 to be incorporated as part of the budding design by a. Building Designer (registered architect m professional engtnee d. When reviewed for approval by the building designer, the design loadings shown mustbe checked to be sure that the data shown ate in agreementwith the local budding codes. local climatic records for wind or snow bads. project spxNcatlons or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The designassumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be brawlat a maximum spacing of la-(r 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 fabricaUon, the fabricator shall review this drawing to verily that this drawing is in conformance with the fabrl aWs plans and to realize a continuing responsibility for such Vert- Ikati n. Any discrepancies are to be pmin writing before cutting or fabrication. Plates shag not be Wlalled over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym about the joint unless otherwise shown. A. 5x4 plate is 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 centrod of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the fora shown and may need to be Incensed for certain hand - Ong and/or erection stresses. This truss is not to be fabricated wtth 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 & 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- Won and for resisting lateral forty shag be designed and installed by others. Careful hand - Ong is essential and erection bracing is always required. Nord precautionary action for ttvsses requires such temporary bracing during installation between trusses to avoid toppling and dorm noing. The supervision of erection of trusses Shan be under the control of persons experienced 1.the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shag not be applied to trusses at any time. No bads other than the rs weight of the erectoshall be applied to Uvsses until alter an fastening and bracing is completed. TOP CHARDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L=-0.16" D=-0.17" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 4" span framed to BC one face Or 0" span framed to TC opposite face WndLod per ASCE 7-98, CEC, V. 125mtph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W- 8.9 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 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 RMB a 1.00 2-PLYS REQUIRED TI: L3 QTY:2 = _ _ __ ===Joint Locations=========__===_ 17 0- 0 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLP From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 BUT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss midst be marked to prevent UPSIDE DOWN erection. 8 10-Ilk L' 8 1 E 3 8X10 Avg sx6 SX6 1394# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFS" DR.OVIED0.1"L32766 Design.• Mdfru Andlysir WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown onthis drawing is not ermtlon bracing, wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown Is for lateral support of tress members only to reduce bucking length. Provisions must be made to anchor lateral bracing atends and specified locations determined by the building designer. AddiUonai bracing of the ov fl structuremaybe requited. (SecH(B-9l of Tpil. frruss Plate Institute. TPI, is located. at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: C.-1TEE-LOKUOBSICHEK3 r 3-0-0 2-4-0 t 4 1394# 3.50" scale = 0.7000 Eng. Job: WO: CHEK3 Dog: Truss ID: L3 Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: 0 HCS: 08.20.02 CHEK3 JB: LHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION nib design is for an individual building component and has been based on information paw" by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, speculations and/or designs fumbhed to the truss designer by the client and the correctness or accuracy of this Information as Itmay relate to a spe- cdk project and accepts no responsibility or exercises no control with regard to fabrira- U—. handling, shipment and [nata kanon of trusses. This truss has been desIgued as an individual building component Inaccordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated. as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the building designer, the design loadings shown must be choked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied leads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are cantlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rWd ceding, they should be braced at a. maximum spacing of 1(Y-0' o.c. Connector plates stmilbe manufactured from 20 gauge hot dipped galvanized steel meeting AST M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots - distorted grain. Mernbers shag be cut for U&M fitting wood to wood bearing Con- nector plates shall be located on both faces of the tress with natls fully imbedded and shallbe sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x V long A 6x8 plate is G wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shadmeet at the centrotd of the webs un ess otherwise shown. Connector plate sizes are minimum slx based on the forces shown and may need to be increased for certain hand - Brig 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'Handdng Installing @ Bracing". 111E-9I. Trusses are to be handled wtLh particular care during banding and bundling, delivery andinstallation to avoid damage. Temporary and permanent bracing for holding trusses ina stratght and plumb pm - Won and for resisting lateral forces slid be designed and Installed by others. Careful hand- ting is essential and erection bractrig is always required. Normal precautionary action for trusses requires such temporary bracing during Irstadatlon between trusses to avoid toppling and danrnoing. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed- Concentration of Construction bads greater than the design bads shad not be applied to trusses at any time. No loads other thanthe weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONFECTION PER SCHEDULE: Support 1 448# Support 2 518# TC...FORCE... CSI -BC ... FORCE ... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 TI: M QTY:12 --_ ====_ -Joint == oint Locations==_===____ ___ 1)0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10 8- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 432 243 -448 BUT PIN PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 243# 11 0-0 Ilk 1 2 3 f 4.00 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS- 2x4 SP #2 BEAR. BLKs 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W- 10.7 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=-0.08" D= 0.02" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" Me - 1.15 a-6-6 0-1-8 —L 1 1-88I-1 1 2-6-5 2.00 10-0-8 11 6 5 433# 8.00" 4 1-7-2 —(RI-7-0) -6 358ri 2.50" 10-8-8 �0-3-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (I gat 1� scale = 0.4694 �--- Marondd SyStel21S WAKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing Isnot ereetba bracingind wbracing, portal bmefng or similar bracing which Is a part of the building design and which must be considered by the building designer. Bra cing (407) 321-0064 Fax (407) 321-3913 shown b for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See bflB-9I a Wq. LICENSE #0050068 (Truss plate institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wsconsin 53719)_ 1005 VANNESSA OROVIEOO.FLTJ.766 Design: Matrix Arwlyns JOB PATff: CATEE-LOKUOBSTCHF,0 Eng. Job: W , Dwg= Truss ID: M Dsgnr: TLY Chi;: Date: 10-09-02 TC Live 16.0 psf DurFae - 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 5 2_ BCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information 1 provided by the client. The designer dtaetatms i any responsibility for damages as a result of 1 faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this inforrnation as It may -late to a spe- cl(lc project and accepts no responsibility, or exercises no control with regard to fabrtce- ton. handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI I-1995 and NOS-97 to be incorporated as part of the building design by a Building 1 Designer (registeredarchitect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked w be sure that the data shown are it agreement with the local building codes. local climatic records for wind or snow bads. project specifications or specialapplied bads.. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or both) are continu- ously braced by sheathing unless otherwise spec ied. Where halt= chords In tension are not fully braced laterally by a proicrty applied rigid ceding, they should be braced at a maxlmrun spacing of 101-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shalt review this drawing to verify that this drawing is N conformanu with the fabricator's plans and to reaftrc a continuing responsibility for such veri- fication. Arty discrepancies am to be put In writing before cutting or fabrlcstlon. Plates stall not be Installed over knothojes, knots or distorted grain. Members shadbe art for tight 110mg wood to wood bear". Con- nector plates shad be located on both faces of the truss with naffs fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate b 5- wide X 4" tong. A 6.8 plate 1, 6- wide x 8" long. Slots (holed run parallel to the plate lengthspecl led. Double cuts on web members shalt meet at the centrold of the webs unless otherwise shown. Connector plate sides lus based on the forces sh are minimum sown and may need to be Increased for certain hand. ling and/or erection stresses. This truss 1s not to be fabricated with fire retardant treated lumber unless otherwise shmm. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Alt bracing and erection recommendatioms a - to be followed in accordance with -Handling Installing t4 Braclug". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and per anerit bracing for holding trusses In a straight and plumb pos- Gan and for restating lateral forces shall be designed and Installed by others. Careful hand- ling W essentialand erection bracing la always required. Normal precautionary action for trusses regui-s such temporary bracing during Installation between trusses to avoid toppling and dominchlg. The supervision of erection of trusses stall be under the controt of persons experienced in the Wtallationof trusses. Professional advice shadbe sought If needed. Concentration of construction toads greater than the design Ica& stall not be applied to [noses at any time. No toads other than the weight 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 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WadLod per ASCE 7-98, CatC, V- 125mph, H- 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W- 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D= 0.01" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB - 1.15 4-2-11 0-6-6 MULTIPLE LOADS -- This design is the ___=_=========Joint Lorati Ons=========_===_= ccagosite result of multiple loads. 1) 0- 0- 0 3) 10- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 4) 10- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- Shimor wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc bearing. 0- 4- 0 417 264 -419 BOT PIIN PROVIDE UPLIFT CONNE ZON PER SCHEDULE: 10- 1-12 331 0 -520 BOT H-ROLL Support 2 520# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 264# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 10-3-0 1 2 3 r 4.00 2-4-4 1-7-3 i 2.00 I 0-8� ri 9-7-0 5 4 172 418# 8.0011 332# 2.50" (R1-7-0) ®1 10-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4971 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1006 VANNFSSA DROVIEDO.M32766 Design: Mains Analysis 1VF1KN1Ntj.* READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braetng shownon this drawing Is not erection bracing, wind bracing. portal [racing or sliniiar bracing which IS a part of the budding design and which must be considered by the building designer. Bracing shorn is for lateral support of truss members only to reduce buckling length. Provisions oust be made to anchor lateral bracing at ends and specified locations determinedby the budding. designer, Additional bracing of the overall structure may be required. (See 1119-91 of TPp. (Truss Plate Institute. TPI. Is located at 583 D'0nohio Drive. Madison, Wisconsin 53719). JOB PATH: CATEE-LOKU0851CHEK3 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Truss ID: N Date: 10-09-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# D.L. WO: DESIGN INFORMATION This design is for an Individual budding component and has been based on information i 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- cilk: project and accepts no responsibility or exertion no control with regard to fabrfca- tion, handling, shipment and installation of jtrusses. This tas has been designed as an j Individual budding component in accordance wkh ANSI/TPI 1-1995 and N3S-97 to be incorporated as part of the budding design by a Budding Designer (registered architect or professional engineeti. When reNewed for approval by the budding designer. the design loadings shown. must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow bads. projedspecifications or special applied bads. Unless shown. truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are cortinu- oosly braced by sheathing unless otherwise 11 specdke L Where bottom chords in tension are trot fully braced laterally by a properly applied rigid -dhW, they should be braced at a maximum spacing of Ily-w o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel. meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkatlon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ticatton. Any discrepancies are to be put In writing before cutting - fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut '> for tight (riling wood to wood bearing. Con- ':. nector plates shall be locatedon both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate 1s 5" wide x 4" long. A Sail plate is 6' wide x 9- long. Slots Brotesi run parallel to the plate length specified. Double cuts m web members shall meet at the centruid of the webs unless otherwise shown. Connector plate saes '.. are minimum sizes based on the forces shown and may need to be Incressed for certain hand- lingand/or crecton stresses. This truss Is not to be fabricated. with Lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection nxommendallons are to be followed In accordance with "Handling Installing & Brad ne. Hl" 1. Trusses —to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for bolding trusses to a straight and plumb pm - Won and for resisting lateral forces shag be designed and Installedby others. Careful hand- ling is essentW and erection bracing 1s always required. Normal precautionary action for trusses requires such temporary bracing during ins(allatkm between trusses to avoid toppling and domfnomg, The supervision of erection of trusses shall be uraier the control of persons experienced In the installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bractng Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V. 125mph, Har 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 58.0 ft W= 7.2 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=-0.02" D- 0.00" T::-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 420# Support 2 446# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -882 0.18 TI: O ====== --- =====Joint Locations=====_______=__ 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 2) 3- 7- 8 4) 7- 3- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 319 257 -420 BOT PIN 7- 1-12 232 0 -446 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 257# 7-Ilk 3-0 1 2 3 F-4 00 2.00 I 0-8-0 I I 5 319# 8.001, L 1-7-2 l (RI-7-0) > 7-3-0 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 1003 VANNESSA Dn.OViEDO.FL32766 Design Morrie Awdysis WRKNINEr: READ ALL NOTES ON THIS SHEET. A COPY Of THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown onthis drawing is not erection tnacfn4. wind bracing, Pons] 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 lateralsupport 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 requited. (See HIS-91. of TPil. fro Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: C:UEE-LOKVOBSICHEK3 23�3# 2{ .50" I scale = 0.6513 Eng. Job: E Dwg: Truss ID: O Dsgnr: TLY Chk: Date: 10-09-02 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: 24.00 BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 mf V-no nit rto_ 70'77 sn HCS.. 08.20.02 JLE 1,rit3AFtAKt K 3 AU IU# UPLIFT D.L. WO: DESIGN INFORMATION This design is for an Individual building component and bas been based on information provided by the client. The designer discWms 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 wrmciness or accuracy of this information as R may relate to a spr cMc project and accepts no responsibility or exercises no control. with regard to fabnar.- tbn, handling. shipment and installation of trusses. This truss has been designed as an individual building componentin accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the building designby a Building Designer (registered architect or professional englnmr). whenreviewed for approval by the building designer, the design kadirgs shown must be checked to be sure that the datashown are In agreement with the local building codes. Local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a properly applied rigid ceding. they should be traced at a. maximum spacing of 101-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gakranized 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 carfonrwrce with the fabricator's plans and m realize a continuing responsibility for such vert- Rcatbn. Any dlsctspancies are to be put in writing before cutting or fabrication. Plato shall not be Installed over knotholes. knots or distorted 0-am. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be locatedon both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5" wide x 4' long A 6x8 plate b ti" wide x 8" long Slots (holes) ram parallel to the plate length spetltkd- Double cuts on web mernbers shall meet at the cenfrold of the webs unless otherwise shown. Connector plate at, - are minhnum sizes (rased on the forces shown and may need to be Increased for certain hana- Wg and/or erection stresses. This truss is not to be fabricated with fire retardant treated. lumber unless otherwise shown. For additional kdormation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AR bracing and erection recommendations are to be followed in accordance with -Handling installing & Bracirrg'. H1B-91. Trusses are to be handled with particular care during banding and bundling.. deWery and installation to avoid danwge. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shalt be designed and installed by others. Careful hwid- ling Is essential and erection bmtng is always required. Normal precantLonary action for tnlsses requites such temporary bracing during installation between trusses to avdd toppling and dominoU4 The supervision of erection of trusses strait be under the control of persona experienced in the installation of trusses. Prrdesstonal advice small be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tine- No loads other than the welght of the erectors shall be applied to busses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB . 1.15 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are ass>med to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE...CSI ..BC ... FORCE...CSI 1- 2 -31 0.39 4- 3 -173 0.19 Ti: P ATY:2 =a — -- -- ===.joint Locations ===== 1)= 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 4- 1-12 87 82 -225 TOP PINS 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL• 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 L 2 400 1 I 4 212# 8.00" 1-7-2 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TP1 1-1995 14aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 t005 VANNI:SSA DROVIEDO.F1-32766 2.00 4-3-0 87# 2.50" 54#4on C/L: 44-12 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing portal bracing or sindar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of Ones members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required- (See HIB-91 of TP11. (Truss Plate Institute. TPI. Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.9442 Truss ID: P Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 09.20.02 dB: CHESAPEAKE K 3 AC: 10# UPLIFT WO: CHEu - 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 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 project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment. and Wtallation of trusses. This truss has been designed u an Individual budding 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 architector professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown. are In agreement with the local building codes, local dlmatic records for wind or snow bads, project specffi_ ors or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) am contmu- ously braced by sheathing unless otherwise specyfhd. Where bottom chords in torsion arc not fully braced laterally by a property applied rigid ceding, they should be braced at aum maximspacing of la-0' o.c. Connector plates shallbe manufactured from 20 gauge hot dipped galvanimd steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabntatlon, the fabticatm shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ftcetfon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes - knots or ddstoried gralm Members shad be cut for tight filling wood to wood bearing. Con- nector plates shah be located on both fain of the tress with rudh fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A SxH plate is E wide x 8- long Slots (holesf run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes arc minimumsties based on the forces shown and may need to be Increased for certain hand- : Ung and/or erection stresses. This truss is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional Idormaldon on guatfty Control refer to ANSI/M I-I995 � PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed in accordance with -Harding Installing & Bracing'. 11I8-91. Trusses —to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding. tnssr s In a straight and plumb pos- mom and for rest turg lateral forces stall be designed and Installed by others. Careful hand - Ong Is essential and erection bracing is always required_ Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domhwing. The supervision of erection of trusses shall be —der the control of persons experienced In the Wtanotton. of tresses. Professional advice shall be sought U needed. Concentration of construction bads greater than the design (cads shall not be appliedto trusses at any urn.. No loads other than the weight of the ueUors shall be applied to usses truntil an- all fastening. and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCSDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 Lw 0.00" Da: 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, B= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L. 58.0 ft Was 1.7 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 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 TI: A QTY:2 =======y7Oint LOratiow%r========-===== 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACCIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 137 63 -226 BOT PIN 1- 7- 0 47 0 -125 SOT H-ROLL 144 11 i 2 4 0000 0-8-0 i 1-0-4 FK L = 0e-2Height 4 3i 138A 8.00" 48k 2.50rr 1-1-2 (R1-7-0) 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 1-8-4 INAKNING: 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 %inuhr bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for latemi support of truss members only to reduce bmklhrg kngth. Provisions roust be made to anchor lateral bracing at ends and specified locations determined by the bulking designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPQ. (Russ Plate institute. TPI. is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). Eng. rob: - Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5329 Truss ID: A Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmrix Analysis JOB PAIN: CI EELOKVOBSICNEK9 NC& 09.20,01 JB: CHESAPEAKE K 3 AC: 10# Ur_ LIFT D.L. WO: We: DESIGN INFORMATION 71& design is for an Individual building component and has been based of information provided by the client. The designer disclaims any responsibility for damages — a result of faulty or ft—erect Information. specifications and/or designs furnishedto the thus designer by the cheat and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or i eXereisa no ewnrol with regard to fabrics- ! tion. handling, shipment and installation of trusses. This truss has been designed as an individual building comporrent in accordance will ANSII'M 1-1995 and NDS-97 to be incorporated as part of the building design by a Bulkily( Designer (registered architect m professional j engineer)- When reviewed for approval by the building designer. the design loadings shown. must be checked to be sure that the data shown i are in agreement with the local building codes. local chmatic records for wind or snow loads, project specifications or special applied loads. Ifnkss showntruss has not been designed for storm or occupancy loads. The design assumes j compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latently by a properly applied rigid cellmg. they should be braced at a maximum spacing of 10`0" mc. Connector plates shah be manufactured fromr 20 gauge hot dipped galvanled 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 veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shah not be installed over knotholes, knots or distorted gram. Member Shall be cut for tight fitting wood to wood heating Con- ; nectar plates shag be located on both faces of the truss with nalls fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" king. A fug plate is 6" wide x 8" long. Slots (holes) rim parallel to h. the plate length specified. Double cuts on web members shag meet at the centmid of the webs unless otherwise shown. Connector plate slits are minknurn sizes based on the forces shown and may nod 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 Q Bracing. HIS-9 1. Trusses arc to be handled with particular care during banding and bundling delivery and installation to avold 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 foe ltusses requites such temporary bracing during installation between busses to avoid toppling '.. and dondnoing. The supervision of erection of busses shag be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to musses at any time. No bads other than the weight of the erectors stall be applied to trusses mitt] after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D= 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 3-10-3 0-6-6 i O Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 235# TC... FORCE ... CHI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: R _ __==_=== =�=== 7oint Locations============ =1)0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 3.26 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 HOT H-ROLL wndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Esp"Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDLa 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 6 0000 2-2-8 1-4-2 I 3.000 as-o Da 5-4-8 11 4 3 248# 8.00" 127# 2.50" e 1-1-91je 6-0-8 76# 1t•50" (R 7) C/L—: �5i-11-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports LM aronda Systems 4W5 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 stmt]ar bracing which is apart of (he brdkdrtg design and which must be considered by the budding designer. Bracing shown N for lateral support of Was members only to reduce buckling length.. Provisions must be trade to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (Sce HIB-91 of MI. (Truss plate lnstltule, TPI, is boated at 583 DYlnofrto Drive, Madison- Wtsconsin 5371%. 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 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5459 Truss ID: R Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matra Analysis JOB PATH: CJ EE-LOKV0nCHEK3 HCS.- 08-M.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Ind/vidual building component and has been based on information provided by the client. The designer di cialms any responsibility for damages as a result of faulty or Incorrect information. specifications and/or destgos furnished to the truss designer by the client and the correctness or accuracy of this btformatbn as it may relate to a spe- c0c project and accepts no responsibility or uercises no control with regard to fabrica- tion, handling, stdpmmt and Installation of trusses. This truss has beendesigned as an bWkMual budding component Inacmrda a wort: ANSI/TPI 1-19% and NDS-97 to he hucorporated as part of the building design by a Building Designer (registered architect - pmfesslonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are m agreement with the local budding codes. loran chmauc records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes courpresslon chords (top m bottoml 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 bracedat a maximum spacing of IV-(r O.C. Connector plates sham be manufactured i— 20 gauge hot dipped galvanbrd steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that Ihfs drawing is in conformanm with the fabricator's plans and to realize a continuing responsibility for such verb ffntion. 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 mtUng wood to wood beating, Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about 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 paraf et to the plate length specHkd. Doubt cuts on web members shalt meet at the central of the webs unless otherwise shown.. Connector plate sizes are minlmu n sizes head on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional irfarmanon on Quality Control refer to ANSI/7Pt I-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed in accordance with "Handling installing R Bracing'. HIS-9 1. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pemta neat bracing for holding trusses in a straight and plumb pos- mlon and for residing lateral forces sham be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary actionfor trusses requires such temporary bracing during Installation between trusses W avoid topping and dontinoing The supervision of erection of trusses shall be under the control of persons experienced in the Ir>atadatlon of trusses. Prafeubral advlR strait be sought if needed. Concentration of co-ittuction bads Beater thanthe designloads sham not be applied to trusses al any time. No bads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECt'ION PER SCHEDULE: Support 1 368# Support--2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 __---- -= ====»joint Locations======= ====== 1) 0-0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 HOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, CSC, V= 125oph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl. L- 58.0 ft W- 4.7 €t Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req k 4-8-8 Il1 2 6 0000 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 o-s-o 1 4- "8 4 205# 8.0011 98# 2.50" t 1-1-9 e a 1 e 4-8-8 60# 501r (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPI71 1-1995 Over 3 Supports C/L: 74 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050008 tOO5 VANNESSA DR01VIEDO.FL32766 TIFF►KIVINU: 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 bulking designer, Bracing shown is for lateral supportof truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations. detem fined by the budding designer. Additional bracing of the overall structure may be required_ (See HIS-91 of T". friuss Plate Institute, TPi, is located at 583 D'Onofrto Drive, Madison.. Wisconsin 53719). Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.6603 Truss ID: S Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Awjysu JOB PATH: C:(7EE-L0KV0BSICHFK3 HCS, 08.20.02 JB: CHESAPEAKE K 3 AC: I J# UPLIFT D.L. WE: DESIGN INFORMATION This design. Is for an individual building component and has been based on information provided by the chest The designer disclaims any responsibility for damages as a result of faulty a tncorrect information. specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracy I of this Information as R may relate to a spe- ctffe project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of Uusses. This truss has been designed as an. individual building component In accordance with ANSI/7Pl 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding. Designer (registered architect ar professional engineer). When reviewed for approval by the building designer. the design loadings shaven must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind ar snow loads. project specifications m special applied loads. Unless shown, truss has not been designed for storage - occupancy bads. The design assumes compression shads (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 rfgd ailing, they should be braced at a maximum spacing of 10'O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped paMnited steel meeting ASI74 A 653. Grade 40. unless othetwis shown. FABRICATION NOTES Prior to fabrication. the fabrcatar shall mlew this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallve 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 ar distorted grain. Members shall be cut fm tight fitting woad to wood bearing. Con - nectar platts shallbe located, on both faces of the truss with nads fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x6 plate in 6' wide x 8" long- sots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroM of the webs unless otherwise shown. Connector plate sues are minimum sizes based on the forces shown and may need to be increased for certain hand- Iing 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/iPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing Q Bracing', HIB-91. Trusses are to be handled with particular cane during banding and bandlmg- 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 bstsiled by others. Careful hand- Ling is essential and erection bracing Is always required. Normal precautionaty action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dwNnotng The supervision of erection of tresses shall be under the control of persons experienced In the brstallation of trusses. Professional advice shall be sought It needed. Concentration of construcU m loads greater than the design loads shall not be applied to trusses at any time. No (cads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-6-3 I 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 ____= _=====Joint L=e=__ ocations===____ 1) == = 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 --MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 HOT PIN 3- 3- 4 43 0 -41 HOT H-ROLL WndLod per ASCH 7-98, C&C, V. 125aph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 58.0 ft W= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 Ilk 1 2 6 0000 3.00 I 0-8-0 -a 2-8-8 4 3 161# 8.00" 70# 2.50" L 1-1-9 10. 3-4-8 44# 2 50" (R1-1-7) C/L: -34 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLTPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design Matrix Analysis Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 WIkKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eug• Job: Dwg: Dsgor: TLY Chk: I WO: CHEK3_ Truss ID: T Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr: 1.25 Bractrig shown on this drawing is not erection bracing• wind bracing portal bracing or slmtlar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the budding design and wh" must be considered by the building designer. Bracing shown is forport lateral supof truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O•C, Spacing: 24.0" Y g• made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bncbrg of the overall structure may be required. (See HIB-9t of TP0, BC Dead 10.0 psfTPI Design Criteria: frruss Plate institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V• 9_ _ 45 JOB PAIN: C: pEE-LOKV0BSiC1&KJ HCS: 09.20.(12 B: CHESia CAKE K 3 AC: ill# UPLIFT D.L. `ivv: WE: DESIGN INFORMATION This design is for an buthiduai budding component and has been based on bdormatlon provided by the chenL The destgner disclaims any responsibility for damages as a result of faulty or incorrect information, specifications acid/or designs furnishedto the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- ct% project and accepts no responsWWty or exercises no condo) with regard to fabric .- :ton, handling, shipment and installation of trusses. This truss has been designed as an ImWkluat building component In accordance wid ANSI/7Pl 1. 1995 and NDS97 to be Incorporated as part of the building design by a Building Designer (reghten d 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 dltnatic 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 asstmres compression chords (top or bottom) are contfnu. ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced late -By by a properly applied rigid ceiling, they should be braced at a. maximumspacing of 101-0' o.c Connector plates Shag be manufactured from 20 gauge hot dipped galvanizedsteel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is to .-Jormmance with the fahrkstors plans -W to realize a continuing responslbgRy, for such ved- ftcatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Installedover knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the thus with nails fully imbedded and shall be symn about the joint unless otherwise shown. A 5x4 plate is 5" wide x 47 long. A 6x8 plate is 6' wide x 8- berg. Slots (holes) run parallel to the plate length specified. Double cuts onweb members shall meetat the cermvid of the webs unless otherwise shown- Connector platestres are minimum sires based on the forces shown andmay 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 [nfonrmatlon on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing R Bracing', HOB-9l. Trusses are to be handled with particular care during barWfng and bundUg& delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- nbn and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Nonni precautionary action for trtlssGS —A- such tentpormy bracing dtttitrg Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the instaldatlon of trusses. Professional advice shall be sought If needed. Concentration. of construction loads greater than the design bads shall notbe applied to trusses at any time, No loads other (ban the �r w 19ht of the erectors shall be applied to trusses until after all fastening and bracing is compleled. TOP CHORDS: 2x4 SP #2 BOT CHORDSt 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 157# Support 2 191# MAX LIVE LOAD DEFLECTION: L/964 at JOINT # 2 L=-0.02" Ds 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB - 1.15 MULTIPLE LOADS -- This design is the === ____======Joint Locations====a:======i=== ceuposite result of multiple loads. 1) 0- 0- 0 3) 2- 0- 8 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc H- 15.0 ft, i= 1.00, Exp.Cat. B, Xzt- 1.0 0- 4- 0 327 131 -157 BOT PIN e Bld Type= Encl L= 58.0 ft W= 2.0 €t Truss 1-11- 4 60 0 -191 BOT H-RDLL in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Iapact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 U 2-0-5 1 2 1-2-8 0-4-2 4 3.00 I 0-8-0 i 1-4-8 4 1-1-9 127# 8.00" 609 2.50" � (R1-1-7) BI 2-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �— Mdronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which roust be considered by the building designer. Bracing (407) 321-OW Fax (407) 321-3913 shown is for lateral support of truss members only to reduce brnckling length. Provisions most be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overallstructure may be required. (See HIB-9I of TPt). LICENSE #0050068 (fruss Plate Institute. TPI. Is located at 583 D'Onofro Drive. Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDO.M32766 Desiga.- Matrix Andysis JOB PATH: C:ITEE-LOKUOBS{CHEX3 scale = 1.1370 Eng. lob: WO: CHEK3- Dwg: Truss ID: U Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live O.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V. HCS: 08.20.02 DESIGN INFORMATION This design is for an Inthviduat budding component and has been based on Information provided by the client. The designer disdains eery mapo..May for damages as a result of faulty or incorrect mfonration. 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 wvitlt. mgard to fabrfa- tfon. handling. shipment. and Installation of trusses. This truss has been designed as an Indtvidual building component in accordance wlU ANSI/TPI 1-19% and NOS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engheed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown ate in agreement with the local building codes. bat. climatic records for wind or straw leads, 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 boltorni are continu- ously braced by sheathing unless otherwise specifed. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be aced at a maximum spacing of IV-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 fabriaUon, the fabricaiew tor shall. rev this dewing to verify that this drawing is in conformance with the fabricator's plans and to reahx a continuing responsibility for such vert- ficatlon. Any discrepancies are to be put in writing before cutting or fabriati— Plates shall not be installed over knotholes. knots ce distorted grain. Members shall be cut for tight Utttng woodto wood bearing. Con- nector plates shall be located on both faces of the truss with nits fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x6 plate is 6" wide x 8' king. Slots (holes) runparallel to the plate length specfld. Double cuts on web members shall coed at the centmid of the webs unless otherwise shown. Connector plaitaims are mirdmtmu stres based on the forces shown andmay need to be increased for certain hand- ling and/or erection stnases. This truss is not to be fabricated with nm retardant trued lumber unless otherwise shown. For additlomd inf,Uon on Quality Control. refer to ANSIrM 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recomrnendations are to be followed in accordance with 'Handling Installing & Bracing. HIS-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary andpermanent bracing for holding muses In a straight and plumb pos- Hbn and for resisting lateral forces shall be designed and installedby others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Instailalkm 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 thanthe weight of the erectors sham be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. - TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00- D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.000 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: CHEK3 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. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L- 58.0 ft W= 0.8 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 5 0.01 4- 3 0 0.00 le 1-1-9 j (Ri-1-7) 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 !l005W68 1005 VANNrSSA D ()< SDO FL32766 — TI: V QTY:2 i _ = =_ ====Joint Locations=====__ ________ =1) 0 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCEIEDULE: Support 1 Ill# Support 2 77# 0-9-0 L 1 2 6 0000 Attach with (1) 10d Toe-NaiN Attach with (1) 10d Toe -Nails 3::E1 0-9-0 L Ilk 1 4 3 65# 7.50" 8# 1.5011 -- 2 -�-sou 0411-1 �"_ C/L: 0-5-0 (RO-0-1) Over 3 Supports TWAKI+IIMW: READ ALL NOTES ON THIS SHEET. A COPY Of THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtg is not erection bracing, wind bracing portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prwislons 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 TP11. frruss Plate Institute, TPI. is located at 563 D'Onotrio Drive. Madison, Wisconsin 537191. Erg. 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 Ds[ scale = 1.7484 Truss ID: V Date: 10-09-02 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PAIN: C:17FE-LOKVOBSICNEK3 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: IG# UPLIFT D.L. CHEK3 WE: TI: W I QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or design furnished to the tnus designer by the client and the correctness or accuracy of this Information as It may relate to a spa cific project and accepts no responsibility or er[enenes n0 COfrtYOh wmh Rgald tin f8brfm- ilon. handling, shipment. and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-19N and NDS-97 to be inc-potated 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 ctamatic records for wind -snow bads, prq-d specifications or special applied loads.. Uniess shown. tens has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension am not fumy braced laterally by a properly applied rigid cellitg, they should be braced at a. maximum spacing of l(Y-W o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veNy, that this drawing Ls in conformance with the fabricators plans and to mahm a continuing responsibility for such veri- Bcation. Any discrepancies are to be put in writing before cutting - fabri®ttan- Plates shah not be Installedover knotholes, knots m distorted gram. Members shall be cut for tight fitting woof to wood be2xln& Con- nector plates shall be bested on both faces of the truss with natty 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 stun are nmbaum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This thus B not to be fabricated with fire retardant treated hurnber unless otherwise shown. For additional Wilmmation on quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendation are to be followed In accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular cam during banding and tamd8ng. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- alon and for restating lateral forces shall be designed and Installed by athen. 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 toppitng and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the Wtatlatlon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No leads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP HOT CHORDS: 2x4 SP WEBS: 2x4 SP WEDGES: 2x4 SP #2 #2 #3 #2 WndLod per ASCE 7-98, C&C, V= 125m>ph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Encl L= 58.0 ft Ww 9.9 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= 0.02' MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.00 0-6-2 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumad to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 274# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 9-10-13 1 2 F 4.2424 __==__=_ ===== Joint Locations==__________ 1) 0- 0-... - 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 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 ----MAR. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 HOT PIN 9- 9- 0 417 0 -331 HOT H-ROLL 3X8 -' 4-0-2 9-10-13 Ilk 5 4 Ia 1-6-2 215# 11.31" 417# 2.50" 9-10-13 (R1-6-0) B7g EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLITPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DfLOVIEDOki327W r11AKI41I4G: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown n for lateral support of tnrss members only to reduce buckling length. Provlslonsmust be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, (See HIS-91 of Tpil. rf russ Plate Insiltute, TPI, is lomted at 583 D'Onohfo Drive, Madison, Wisconsin 537191. 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 osf scale = 0.4873 Truss ID: W Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrir Analysis JOB PA771: C:17EE-LOKUOBSICHER3 HCS. 09,20.02 DESIGN INFORMATION This design, Is for an ndhvldual building component and has been based on toformation provided by the client Tie designer disclaims any responsibility for damages as a result of faulty m Incorrect trdormalson, 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- cHk project and accepts no responsibility or exercises no control with regardto fabrica- t1on, handling. shipment and installation of trusses. This truss has been designed as an Indh idual building component In accordance wilt ANSI/fPi 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Destgrer (registered archlitct or professional engineer). When reviewed for approval by the building designer, the design loadlmgs shown most be checkedto be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown.. truss has not been designed for j storage or occupancy loads. The design assumes cwrpression 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 ' maumum spacing of M-W o.c. Connector I plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. : Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing respomlbWty for such verf- j Dratlon. Any discrepancies are to be put in writing before cutting m fabrication. Plats shall not be installed over knotholes. knob or distorted gain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both fats of the truss with nags fully Embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is S" wick x 4' long A 6x8 plate its 6" wide x 8' long. Sills (halal run parallel to the plate length specified. Double cuts on web menders shag meet at the centrokh of the webs unless otherwise shown. Connector plate shzs arc minimum sizes based on the forces drown : 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 14995 PRECAUTIONARY NOTES Alt bracing and erection recommendations arc to he followed In accordance with. "llandlinng installing A Bracing". HIB-91. Trusses arc to be handlewithparticular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- alon and for resisting lateral forces shall be dslgrcd amid installed by others. Careful hand - Ong Is essential and erection bracing is always requited. Normal precautionary action for trusses mgtkes such temporary bracing during installationbetween trusses to avoid toppling and dominotn& The supervision of erection of trusses shalt be under the control of persons experiencedin the installation of teases. Ptofesstonal advice shall be sought if needed.. C mentratim b of construction ads greater than the design loads shall not be applied to trusses at any time. No loads other than the weightof the erectors shall be applied to trusses until alter an fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 375# Support 2 430# Support 3 56# MAX LIVE LOAD DEFLECTION: L/999 r=-0.01" D. 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.00 CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 52 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Part L- 58.0 ft W- 4.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf .-TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.42 4- 3 1 0.31 3- 0 0 0.08 TI: W 1 QTY:1 ====z;=—ae===,Joint locations====e=eean=a=aa 1) 0- 3- 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 HOT PIN 4- 7- 2 240 0 -56 BOT H-ROLL 4-8-9 11 1 2 2 - 28# 4.95" (R1-6-0) ®je EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE # 050068 100.4 VANNEWA DMCMEDO.M32766 Design: Maria Analysis 2-2-2 120#i 2.83" 4-8-9 740)/ 00" CANT: 0-0-7 CIL: 4 13 Over 3 Supports VVAKNINW 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 santlar bracing which is a part of the building design and which must be mnsklered by the building designer. Bracing shown is for lateral support of tnrss mernbr only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and speclied locations determined by the building designer. Additional bracing of the mera8 structure may be required. (,See HIB-91 of Tint. fltuss Plate tns6fute. TPI. its located at 583 D'Omfrto Drive. Madison. Wisconsin 5371% JOB PATH: CAME-LOK1JOBSiCHEK3 Eng. Job: Dwg: Dsgur: 'FLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Connection by others. Attach with (4) 10d Toe -Nails scale = 0.8481 Truss ID: WI Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The deslgner disclaims any responsibility for damages as a result of faulty or incorreet 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- cMc project and accepts no responsibility or jexercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance will ! ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the deslp 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 srww loads, prged specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom. chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of l(r-W o.c. Connector i 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 fabri®tors plans and to realize a continuing responsibility for such veri. ficallon. Any discrepancies are to be put in writing before cuttingm 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"g. wide x W kinSlots (holesi run parallel to the plate length specified. Double cuts on web membersshall meet at the centrold of the webs unless otherwise shown. Connector plate sizes te aminimum sizes based on the forces shown and increased need to be incred for certain hand- ; ling and/or erection stresses. This truss is not to be fabricatedrea with fire retardant tted lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling InataWng @ 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. (Lion and for misting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precaiutloruiy action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professlunal 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 D BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 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 0-6-6 i Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WctdLod per ASCE 7-98, C&C, V- 125mph, K. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 58.0 ft W= 7.0 £t Truss in INT zone, TCDL= 4.2 psf, SCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 TI: Y QTY:4 =====Joint Locations==_ _ _ ======= 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -356 TOP PIN 0- 4- 0 280 203 -433 BOT PIN 6-10-12 81 0 -52 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 356# Support 3 52# 7-0-0 1 2 6 0000 4-0-6 I I 7-0-0 11 4 3 281# 8.00" 151/# 2.50" L 1-i-9 B l` 7-0-0 82#i a-50" j"(R1-1-7)r —s EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Cl C/L 10-12 (M!!Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.P1.32766 Desigit: Uarir Andysis tf11AKNINU: 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 brachig. wind bracing, portal bracing or sM)lar bracing which is a part of the budding design and which most be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, (See HI8-91 of TPI. Minas Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-1,0KV0BS)CffEK3 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: Y Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 2.4.01, Design Criteria: TPI Code Desc: FLA HCS: 08.30.02 K 3 AC: 10# UPtirT D.L. CHEK3 WE: DESIGN INFORMATION This design is for an individual building ! component and has been based on Information provided by the client. The deslgwr disclaims any responsibility for damages as a result of faulty or huorrect Informauon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as N may relate to a ape- ciflo project and accepts no responsibility or exercises no controlwith regard to fabrica- tion.. handling, shipment a ed Installation of trusses. This truss has been designed as an individual budding component In accordance with ANS[rM I-1995 and NDS-97 to be incorporated as part of the building design by a Brdldhgl Designer Iregstered architect or professional engineer). When revleaned for approval by the building desfgner. the design loadings shown. most be checked to be sure that the data shown are in agreement with the bml budding codes, local climatic records for word or snow, bads, projectspecifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy kinds. The designassumes compression. chords (top or bottom) are confine- ously [cranedby sheathing unless otherwise specifed. Where bottom chords in tension are not fully bracedlaterally by a properly applied riyjd ceUfng, they should be braced at a maximum spacing of lor-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaWwUwd 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 responsibility for such veri- fication. Any discrepancies are to be putt in writing before cutting or fabrication. Mates shall not be installed over knotholes. knots or distorted gram. Members shall be cud for tight fitting wood to wood bennng. Con- nector plates shall be located on both faces d the truss wtth nails fully Imbedded and shall be sym. about the Joint unless olherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6' wide x T long. Slots (hoks) ram parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs wise unless othershown. Connector plate sins are minbmunsizes based on the farces shown and may need to be tneressed for certain hand- ling and/or en U n stresses. This truss is not to be fabricated with fire retardant treated lumber runless otherwise shown. For additional information on guallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Allbndng and erection rctrommendalbns are to be followed In accordance W" -Handling Installing do Bracing'. H1B-91. Trusses are to be handled with particular rare during banding and bundling, delivery and trsstallatfon to avoid damage- Tempanry and pemnnentbracing for holding trusses In a straight and plumb pos- Mon and for resisting lateral forces shall be dcstgned and Installed by otters. Careful hand- ing is essential and erection bracing is al v ys required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dordlwbng The supervision of erection of busses shall be under the control of persons expatenced to the installation of trusses. Professtomf advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to tresses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CEiORDSt 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/635 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 lout be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125ugh, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 5.1 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req - -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 TI: Z QTY: __-- -___=====Joint Locations=� ze ====== __= 1)= 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 - - - -MAX. REACTIONS PER BEARING LOCATION - -- - X-Loc Vert soriz uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BoT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 399# Support 2 278# Support 3 44# 5-1-8 1 2 6 0000 3-1-2 5-1-8 4 3 219# 8.001r 110# 2.50" 1-1-9 5-1-8 61# 50" (11I-1-7) TC/L: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 0 4 Attach with (4) 10d Toe -Nails Attach wktie (1) 10d Toe - scale = 0.6197 Maronda Systems 4005 MARONDA WAY WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY TC Live I Chk: 16.0 psf , Truss ID: Z Date: 10-09-02 Durfae - Lbr: 1.25 SA N FORD, FL. 32771 Bracing sho,vo oe this drawing is not erection bracing, wind bracing, portal bracing or sundar bracing which is a part of the building design and welch most be considered by the budding designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 showru Is far lateral support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectfied locations determined by the building designer. Addfuonat bracing of the ovens w structure may be. required. (.See HIB-91 of TPII. BC Dead 10 .0 psf Design Criteria: TPI , LICENSE #0050068 frruss Plate institute. TPI. Is bated at 583 D'OnMhYo Drive. Madison. wismnstn 53719). ,,r Code Desc: FLA loan VANNFSSA Dttorneno.n=r.s27ss TOTAL 33.0 psf •Q 99_ 60 Design: Ma ru Analysis JOB PATH: CJTEE-L0KV0BSICHEK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information providedby the client The designer disdaims any responsibility for damages as a —.it of faulty or incorrect Information, specifications anal/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as R may relate to a spe- ctao project and accepts rro responsibility or exertlses caw control Mth regard to fabrica- tion. handling shipment and Installation of tresses. This truss has been designed as an Individual building component in accordance will ANSlfM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or profs sstaral enghneerj- When revkwed for approval by the building designer. the design loadings showri. must be checked to be sure that the data shown ate In agreement with the local bulks rig codes. local clmatic records for wind or snow bads, project specifications or special applied bads. Unless shave, truss has not been designed for storage or occupancy lends. The designassumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rod ceiling, they should be braced at a maximum spacing of I6'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvarthed steel. meeting AS1M A 653, Grade 40. unless otherwise shown - FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing. is In conformance with the fatiel ator's plans and to realize a continuing responsibility for such verl- Iicatfon. Any discrepancies ate 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 flitting woodto wood. bearing Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long A 6x8 plate is 6" wide x 8" long Skits (holes) run parallel to the plate length specified.. Double cuts on web members shall meet at the -ntmtd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown. and may need to be Increased for cerbUn hand- ling and/or erection stresses. This truss is not to be fabricated with Me retardant treated lumber unless otherwise shown. For additional tmformetlan on Quality Control rider to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection nxammeudattons are to be followed In accordance with "Handling Installing h Bracing. HIB-91. Trusses we to be handled with particular care during banding and bundWrg• delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral faces shall be designed and Installed by others. Careful hamd- Rng is essential and erection bracing is always required. Normal precautionary action for [rases requires such temporary bracing during Installation between trusses to avoid toppling and dmminoIng The supervision of erection of trusses shall be under the control of persons experienced In the Installation of busses. Professional advice shad be sought If needed. Concentration of constructlort loads greater than the design bads shall not be applied to I— at any time. No loads other than the weight of the em dors shall be applied to I— will after all fastening and bracing is completed. JB: (.ncSAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2X4 SP #2 BOT CHORDS: 2x4 SP #2 WIGS: 2X4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 La-0.01" D- 0.00" T=-0.01" MAX HDRIZOHrAL TOTAL LOAD DEFLECTION: T= 0.000 MAX HDRIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 WO: CHEK3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction WndLcd per ASCE 7-98, C6C, V= 125aph, Ha 15.0 ft, I= 1.00, Exp.Cat. B, Fzt= 1.0 Bld Type= Encl L= 58.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 Z 1 ATY-4 == -=====Joint Locations==== _ ==___ ___= . 1) 0- 2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT Piet 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT SON PER SCHEDULE. Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 .00 2-1-2 3-1-8 4 154# 8.00" 67# 2.50" L 1-1-9 Ole 3-1-8 37# 2 " 1 (R1-1-7) r C/L: 0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports LHarondta Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDOFt32766 VTFtK1Y 11Y V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownon this drawing is not erection brering ward bracing, portal bracing or similar bracing which is a part or the building design and whichmust be considered by the building designer. Bracing shown Is for lateral supportof truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified kmcations determinedby the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP11. frruus Plate Institute, TPf, is located at 583 D'O nofrfo Drive. Madison, Wisconsin 537191, Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails 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 psf scale = 0.9792 Truss ID: Z1 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS.• 08.20.62 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION Thta 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 a 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- cdk project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling shipment and installation of tr usses. Thus truss has been designed as an k.lwuad budding component In accordance with ANSI/TPI I.IM and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneeO. When reviewed for approval by the building designer, the design badings shown must be checked to be sure that the data shown are In agreement with the local budding codes, Focal cbmtk records for wind or snow bads, project speclikatinns or special applied loads. Unless shown, truss has not been designedfor storage — 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 rid aWn& they should be braced at a maximum spacing of 10-0' o.c. Connector prates shall be manufactured from 20 gauge hot dippedgafvardud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabr� shall nrvkw this dnwmii to verily that this drawmg is In confonnvnm wtrh Ilea (abrketors plans and to realize 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 woodto 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 6x6 plate is 6" wide x it king Slots tholes) nun parallel to the plate length specified. Double cuts on web numbers shall meet at the mrtroM of the webs unless otherwise shown. Connector plate sties are minimum slues based on the lomces shown and may need to be Increased for certain hand- ling and/or erection stresses. This tress Is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional Infmnation on Quality Control refer to ANSI/T?l I A M PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordancr with-HandWrg Installing 6 Bracing', Hf6-9l. Trusses are to be handled with particular care during banding and bundling dehvery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for restating lateral forces shall be designed and Installed by others. Careful hand- ttng is essential and erection bracing is always required. Normal precautionary actkm for trusses requires such temporary bracing during Wlallatbn between trusses to avoid toppling and domtnolmg The supervision of erection of trusses shad! be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed.. Concentration of construction er loads great than the design bads shall not be applied to hisses at any time. No Foals other than the weight of the erectors shalt be applied to trusses until after an rasteningand bracing is cormpleted TOP CHORDS: 2x4 SP #2 BOT CHORDS:. 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAR HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 CHEK3 WE: Analysis based on Siugilified Analog Model, MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, Ie, 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 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 10 0.03 4- 3 0 0.02 TI: a==Joint Locations=:a= _===aav=_ 1) 0-'2 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER ScexDULZ, Support 1 165# Support 2 65# Support 3 7# 1-1-8 1 2 6 0000 1-1-8 4 3 89# 8.00" 25# 2.50" 1-1-9 1-1-8 iMA 2. rr (R1-1-7) CIL. 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design.' Merit Analysis Attach with (1) 10d Toe-NaiN Attach with (1) lOd Toe -Nails scale = 1.5123 VVAKNIIVG: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z2 CONTRACTOR. Dsgar: TLY Chk: Date: 10-09-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is not erection bracing. wind bracing, portal. Imacing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 f psf DurFac - Pit: 1.25 shown Is for lateral supportof truss members only to reduce buckling length. Provisions must be "rode to anchor lateral bmctng at ends and specified locations determined by the building designer. Additional bracing the BC Live 0.0 psr BCDead O.C. Spacing: 24.0" Design Criteria: TPI of overall structure may be required. (See HIB-91. of TPI). 10.0 r p5 ('muss Plate Institute. TPI, is located at 583 D'Onefrlo Drive, Madison,. Wisconsin 537191, Code Desc: FLA TOTAL 33.0 psf JOB PAIN: C.ITEE-LOKUOBSICHEK3 NCS: 09.20.02 ;-t1tSAF1:AKt K 3 AC: lU# UPLirt D.L. WO: DESIGN INFORMATION This designis for an Indf Mual budding component and has been based on Fnfonnauon provided by the client The designer dfxiafa:s any responsibility for damages as a result of faulty or Incorrect infortuatbn, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Idonratbn as it may relate to a spe- chle project and accepts no responsibility or amebas no controh vdtir *e�*d to fabrica- tion. handling, shipment and. Wtallationof trusses. This truss has been designed as an individual budding component In accordance with. ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registeredarchitect or professional. engheed. Whenreviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local budding codes. local dtalattc recrords (or mind or snow bads. prefect speclAcatbns or special applied bads. Unless shown. truss has notbeen designed for storage or oocupaary loads. The design assumes compression chords (top or bottoms am continu- ously braced by sheathing unless otherwise specified. Where battoma chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be traced at a maxtrna® spacing of 10'A' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanizedsteel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing Is In confer manse with the fabricators plats and to realize 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 tight fit" wood to wood bearing. Con- nector plates shall be located on both faces of the tress with nails fully frubedded and shall be sym. about the Jomt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 8x8 plate is 6' wide x W long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mtrrimurn sizes based on the forces shown and may need to be Increased (or certain hand- ling and/or erection stresses. This Lruss :s not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional I formaUao on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES ALL bracing and erection recor arendations are to be followed in accordance with 'Handling installing h Bracing'. HB-91. Tosses are to be handled with particular care during banding. and bundhng, delivery and installation to avoid darnage. Temporary and permanent bracing for bolding trusses to a straight and plumb ps- hlon and for restating lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required Norenal precautionary action for trusses requires such temporary bracing during installation between trusses to avowtoppling and domltoing The supervision of erection of trusses shall be under tie control of persons experienced in the Installation lation of trusses. Professional advice shall he sought If needed. Cancentratlnn of construction loads greater than the design loads shall not be applied to trusses at any nmc. No loads other than the —40A of the erectors shalt be applied to trnxsses —111 after ail fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or hedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 La-0.02" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-5-15 7- 0-6-6 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 mttst be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, MC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzts 1.0 Bld Type- Part L. 58.0 ft W- 3.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CST -.BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 TI: Z3 ATY:3 ___ ==== ====Joint Locations== =_~=__== _== 1) 0- 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 TOP PIN 0- 1-12 160 127 -330 BOT PIN 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCEznDLS: Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 6 0000 2-2-6 3-4-0 4 3 161# 3.5011 62# 2 50" 1-1-9 n e 3-4-0 (R1-1-7) ill C/L: 3-2-12 EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSI/IPI i-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OKOVIEDOXI-32766 VWAKN11Y%r: 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, petal bracing or shnhar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss mennbers only to reduce buckling length. Pro0slons most be made to anchor lateral tracing at ends and specified loutbns determined by the budding designer. Additional bracing of the overall structure may be reined. (See HIB-91 of TPI). (Truss Plate lnstttute. TPI, is located at 583 D'Ort fio Drfve, Madison. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails 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 psf scale = 0.8424 Truss ID: Z3 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA NC8r 08.20.02 K 3 AC: iu# UPLIFT D.L. WO: CHEK3 DESIGN INFORMATION This design is for an individual building component and has been based an information prwlded by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specification and/or designs furnished to the tnmsa designer by the client and the correctness or accuracy of this Informatkm as m may relate to a spe- cffk project and accepts no responsibility or exe[cises no control with regard to fabr�- tion. handling shipment "u d installation of trusses. This truss has beendesigned as an individual budding canporreni in accordance Witt AN&/'M 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engln e . 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 kcal building codes. local c{Imatic records for wind ar snow bads. prglect specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or bottmd are conttnu- ou sly braced by sheathing unless otherwise specified. Vllh bottom chords in tension are not fully braced laterally by a properly applied r1g1d Mlhu& they should be braced at a maximum spacing of W-T o.e. Connector plates shall be manufactured from 70 gauge hot dipped gahanlzed 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 condorrnance wmtn the fabricator's plans and to reattze a continuing responsibility for such verl- fkation. Any discrepancies are to be put in writing before cutting or fabticatlon. Plates strati not be installedover knotholes. knots or distorted grain. Members shall be cut for tight fittingwood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shah be sym. abort the Joint unless otherwise shown. A 5x4 plate 6 5' wife x 4" long. A 6x8 plate is 6" wile x 8" long. Sleds (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 sues are minimum sixes based on the faces 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 Irr<ormanon or Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Alt tracing and erection recommendations are to be followed in accordance with -Handling Instagtng R Bracing'. HID-91. Trusses are to be handled with particular care during banding and Iwndihug, delivery and trudalletfon to avoid damage. Temporary and permanent bracing for holding trues in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- Itng Is essential and erection bracing is always required. Norma precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and daninoing. The supervisionof erection of trusses stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought u needed. Concer tmtton of construction bads Beater than the destgn loads shag not be applied to trusses at any time. No bads other than the welgh( of the erectors shall be appliedto trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WhdLod per ASCE 7-98, C&C, V= 125aph, H. 15.0 ft, I= 1.00, Exp.Cat. B, xzt= 1.0 Bld Type= Part L= 58.0 ft W. 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Locations=======ar===>:___ 1) =0- 2 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BEAILTM LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 BOT PIN 1- 0- 4 21 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 175# Support 2 66# Support 3 16# 1-1-8 1 2 6 0000 Iz_ 1-1-8 4 3/ 89# 3.50" 25# 2.50" L 1-1-9 1 1 8 21#1r EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSLITPI 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 Design: Migrix Andlystt rI1RKMIM4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brackmg shown onthis drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing. at ends and specified locations determined by the building designer. Additional bracing of the merail structure may be required. (See HIB-91 of TP0. faces Plate Institute. T P1. is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. JOB PATH: CJ7EE-L0KU0BSICHEK3 Eng. Job: Dwg: Dsgur: TLY TC Live Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Chk.- 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 DO scale = 1.5123 WO: CHEK3 Truss ID: Z4 Date: 10-09-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ' V:09.05.02- 7903- 6A HCB: 09.20.02 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CH�E PEAKE l,l' Builder: ARONDA MES Address: 7j J�/ Permitting Office: City, State: Permit Number: Owner: ELE� 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: 35.4 kBtu/hr 3. Number of units, if multi -family I _ _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A _ 5. Is this a worst case? _ yes - 6. Conditioned floor area (ft) _ 1625 ft' c. N/A 7. Glass area & type a. Clear - single pane 133.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft' - a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' - _ HSPF: 7.40 d. Tint/other SHGC - double pane ft 0.0 ft' b. N/A _ 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int lasul, Exterior R=4.2, 1033.0 ft' _ _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 207.0 ft' b. N/A _ c. N/A _ d. N/A c. Conservation credits e. N/A _ (HR-Heat recovery, Solar - ] 0. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 W _ 15. HVAC credits PT b. Under Attic R=19.0, 1272.0 fi' (CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ft' HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft _ W-C-Multizone cooling, b. N/A W-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22345 PASS Total base points: 23862 I hereby certify that the plans and specifications covered by this calculation;a'n compliance with th Florida Energy Code, PREPARED DATE: MA 2003 I hereby certify thaZ 'ing, as designed sin compliance with thE er Cod OWNER/AGEN DATE: Review of the plans and T>� s-r specifications covered by this 'V0 `�TFo calculation indicates compliance with the Florida Energy Code. " uu� ••• ��� Before construction is completed this building will be inspected for top ,, compliance with Section 553.908 Florida Statutes. COD W's BUILDING OFFICIAL: DATE: EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1,00 601A Single, Clear SW 1.0 7.5 40.0 52.82 0,99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56,64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 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 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272,0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 175,0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 Base Total: -5565.0 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: " , , PERMIT #: BASE AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 Total Summer X System - Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 31019.1 0.4266 13232.7 30841.8 30841.8 1.000 1.00 (1.079 x 1.150 x 1.00) 0.310 1.241 0.310 0.950 0.950 11270.5 11270.5 EnergyGaugel" DCA Form 60OA-2001 EnergyGauge®/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 = Floor Area Points Type/SC Overhang Omt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NW 0.6 6.0 16.0 12.23 1.00 195.4 Single, Clear SW 1.0 7.5 40.0 9.22 1.00 370.5 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear SE 0.6 3.0 3.0 8.34 1.04 26.0 Single, Clear SE 1.o 11.0 36.0 8.34 1.01 302.5 Single, Clear SE 1.0 3.0 6.0 8.34 1.09 54.5 As -Built Total: 133.0 1289.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.2 1033.0 3.26 3367.6 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3905.8 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 40.0 5.10 204.0 Exterior Insulated 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 58.0 276.0 As -Built Total: 58.0 310.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 360.0 0.87 X 1.00 313.2 Under Attic 19.0 1272.0 0.87 X 1.00 1106.6 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Base Total: 1625.0 1040.0 As -Built Total: 1729.0 1504.2 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab Raised 175.0(p) 0.0 -1.9 0.00 -332.5 0.0 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Base Total: -332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 162&0 -0.28 -455.0 1625.0 -0.28 -455.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, , , PERMIT #: BASE AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: 6992.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 4681.2 0.6274 2937.0 6992.6 6992.6 1.000 (1.068 x 1.160 x 1.00) 0.461 1.00 1.239 0.461 0.950 0.950 3795.7 3795.7 EnergyGauge` DCA Form 60OA-2001 EnergyGaugeOR&RES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 1 BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 13233 2937 7692 23862 11271 3796 7278 22345 PASS U p "w"2D" EnargyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is Installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps In gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURFS /miiat him mat arnaarlftA k- -u COMPONENTS --_..�.- SECTION ....,.�...�.. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficienc of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 600A.2001 EnergyGauge®/FlaRES'2001 FLRCPB"v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit 3. Number of units, if multi -family _ I 4, Number of Bedrooms _ 3 b. N/A 5. Is this a worst case? _ yes 6. Conditioned floor area (ft') _ 1625 W c. N/A 7. Glass area & type a. Clear - single pane _ 133.0 & _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ff d. Tint/other SHGC - double pane _ 0.0 ft' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft c. N/A b. N/A _ c. N/A 14. Hot water systems 9. wall types a. Electric Resistance a. Concrete, Int Insul, Exterior _ R=4.2, 1033.0 ft' b. Frame, Steel, Adjacent _ R=11.0, 207.0 ft' b. N/A c. N/A _ d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 ft' 15. HVAC credits b. Under Attic _ R=19.0, 1272.0 ft- _ (CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ft HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R-6.0, 165.0 ft _ RB-Attic radiant barrier, b. N/A MZ-C-Muhizone cooling MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Cod co liant Builder Signature: � �~ "1 Date: MAR 21 2003 Address of New Home: City/FL Zip: Cap: 35.4 kBtu/hr _ SEER: 11.00 Cap: 35.4 kBtu/hr _ HSPF: 7.40 Cap: 50.0 gallons _ EF: 0.93 PT, _ *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This isAQt a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPAIDOE EnergyStaPdesignation), your home may qualify for energy efficiency mortgage (EE* incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a -list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. - EnergyGaugeV (Version: FLRCPB v3.21)