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129 Crown Colony Way 03-2480
PERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACTI PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE PERMIT # 03•ASO DATE9;9' O 3 PERMIT DESCRIPTIONy� PERMIT VALUATION SQUARE FOOTAGE Ord`p& d A CERTIFICATE OF -OCCUPANCY / COMPLETION This is to certify that the building located at 129 CROWN COLONY WAY for which permit 03-00002480 has heretofore been issued on 8/04/03 has been completed according to plans and specifications filed in the office of the Bui ing Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, e ectrica , 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 Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs -\5 °3 p�,Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE APPROVAL DATE AMOUNT 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 8/04/03 10.00 10.00 10.00 10.00 10.00 59.27 54.06 279.61 PAGE: 4 CERTIFICATE OF -OCCUPANCY / COMPLETION This is to certify that the building located at 129 CROWN COLONY WAY for which permit 03-00002480 has heretofore been issued on 8/04/03 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 8/04/03 91.93 01-RADON GAS TAX FEE 8/04/03 10.33 01-ROAD IMPACT'FEES 8/04/03 847.00 01-RECOVERY FD/CERT. PGM. 8/04/03 10.33 01-SCHOOL IMPACT FEE 8/04/03 1384.00 WD IMPACT:SINGLE FAMILY 8/04/03 650.00 SD IMPACT:SINGLE FAMILY 8/04/03 1700.00 - A -) MC150�' - �)A- IC OWNER B NG OFFICIAL DATE ..�h.I 0 1 CERTIFCATE OF OCCUPANCY 1 REQUEST FOR FINAL INSPECTM N P- N M _ tV **** SINGLE FAMILY RESIDENCE** F* I V 1 DATE: PERMIT #: CD3-ay�� ADDRESS: CONTRAC PHONE #: yd1- I I t 1 1 1 1 I 1 I I I i i i l 1 1 y u W C o CO a° N O S i' C 1 Z CL 0- .Q The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering OPublic Works CONDITIO OFire 0 I ❑Zoning n i, OLicensing n I A — ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: rD_ ADDRESS: CONTRACTOR: PHONE #: yd1- L-i`) t, r,\ The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. �ngineering uPublic Works O Utilities (5 k- "/03 jvp`f 4e:r"y OFire k3arr t2/t 9/oS OZoning n I i, OLicensing n � [-�- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) uo * SOD C(LCC. = l wlo 3&a&o CERTIFCATE OF OCCUPANCY �f REQUEST FOR FINAL INSPECTION f aj **** SINGLE FAMILY RESIDENCE**** dolg— DATE: �,-44,- PERMIT #: ADDRESS: X ��r,< �� CONTRACTOR: PHONE #: y(j—) — L r) t. The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. -]Engineering �ublic Works 1 v OUtilities OFire >n' OZoning In (a OLicensing r�' �- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) A tJWD SWRV6'YORS 4 I" ZAPPERS 300 SOUTH RONALD REAGAN BLVD. LONGWOOD. FLORIDA 32750-5499 TELEPHONE: (407) 630-9080 FAK (407) 339-3636 E-MAIL• CAVONE®CFL.RRCOM CERTIFICATE OF ELEVATION Address: 129 Crown Colony Way Legal Description: Lot 51, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 51 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6; Sec. 6-7 (a). Domin-ick F:'Cav ne Florida ,Stuve-yor.&- Mapper Reg. No. 2005 Licensed -Business 1,1uniber 5073 .11 Date Fieldwork Completed 12-9-2003 W.O. # 2003-16711 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIQNAL KLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Importot Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION For Insuranoe Con parry 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 129 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 51 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, eta Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): ( #1# - ##' - ##.##" or ##.#r#r#W) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY 1 120294 SEMINOLE FL B4. MAP AND PANEL 67. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AD, use depth of floodeg) 12117C 0045 E 4117195 4/f7195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or vase flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, AIR/Al-A30, AR/AH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (indudng basement or enclosure) 4S. LL�--f t m) o b) Top of next higher floor _. J(m) o c) Bottom of lowest horizontal structural member (V zones only) — In M o d) Attached garage (top of slab) _ft.(m) _. J(m) 00 E g o e) Lowest elevation of machinery and/or equipment w 6 servicing the building (Describe in a Comments area) ft.(m E X f) Lowest adjacent (finished) grade (LAG) ` ft m z' o g) Highest adjacent (finished) grade (HAG) in 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, 8, and C on this certi(cate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit. SuibE, and/or Bldg. No.) OR P.O. ROUTE AND BCtX NO. .- , Poky Number • CITY STATE ZJP 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 oertifi ate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ fL(m) in.(am) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft(m) _in.(crm) 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.(am) ❑ 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 oommunitys 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 owners authorized representative who completes Sections A, B. C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are cared to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810 SIGNATURE DATE TELEPHONE � / �1 // �O 3 407475-9112 ❑ Check here if attachments SECTION G - COMMUNRY 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 FEMA4ssued or community4ssued 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 ConstnKtion ❑ 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: _. _ fl.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS U Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions COUNTY OF C[MINOL[ � /x IMPACT FEE STATEMEHT ISSUED BY CITY OF SANFUKD STATEMENT NUMBER 103-75576 DATE: DUILD%NG PERMIT COUNTY NUMBER: __________ UNIT ADCRESS: TRAFFIC ZON[: .... SEC: T RNG: PARCEL:- ---- -~~~�^ .�� S()DDIVISIDN: TRACT: � ��''""�=��� / .�7� »,�� ------------------- PLAT BOOK: ����_ r�-A��l�OOK l�\GE.' ����,��� BL<�CK: OWNER NAM[: ADDRESS: APPLICANT NAME:�/.___ _____________________________- .�___________________ ADDRESS: ----------JL------------------_'-------------------------------_--- LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction ��'�_�--����������������������������_����������-�����-��-�� FEE BEM��IT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS '- LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ - 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.0� 1 $ 1,384.0O AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED 1301i ad'.._. SIGNATURE VIA&lot �'E PRINT NAME) S5�" �. ____ NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENCURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY ` f*NOTE*$ PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRIT7EN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPAqCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE PEOUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SAKFORD BUILDING DEPARTMENT 3O0 NORTH PARK AV[NUE SAN[ORD. FL 32771 PAYMENT SHOULD,BE BY CHECK OR HONEY ORDER, AND SHOULD REFEP[HCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE T[�' L[FT OF T\�E HOTI[E. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*=' *T7T***************SINGLE FAMILY BUILDING PERMIT*****7*11tT*T******* O 3 �I ^ l ' CITY OF SANFORD PERMIT APPLICATION Permit # : �1 Date: Job Address: Description of Work: Single Family Residence Historic District: Zoning: Value of Work: S72702.W 31 io Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage:j&H dCkoe,D Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0510 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that 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. 6120/03 Signature of ent Date Russell Keith Summers t Owner/Agent's Name (,- 6/20/03 Signature of Notary -State of Florida Date �OF stp DEBBIE TIME A w PUOe�c a My Comm Exp. 2J5/05 No. CC 999378 Persanaly Known 11 Other I.D. Owner/Agent is _X_ Personally Known to Me or bet— ?������6/20/03 Signature of Co gent Date Russell Keith Summers P ' Contractor/Agent's Name • 6/20/03 Signature of Notary -State of Florida Date nrPo0'1T8-')F1-1C'0t._ DEBBIE TIME My Comm Exp. 2/5/05 No. CC 999378 1 Contractor/Agent is _X_ Personally Known to Me or Produced ID ` _ Produced ID APPLICATION APPROVED BY: Bldd:A 2o�Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: ------ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida _ _ _ � Address of Job: I0A l .vnw 1 1 OfInn o Wa ii .WAYJ A Electrical Contractor: DANIEM PUGLISI Residential: Non -Residential: 51 Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service trw$'Dc7 New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: Y, 5,6b By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Appli 's Signature C0001663 State License Number 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: 129 Crown Colony Way Mechanical Contractor: GARY CARMACK Residential Non -Residential INature of Work: Lot: 51 Panel: 8 Amount 1 By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job:_ 129 Crown Colon /_Way Lot: 51 Panel_ 8 Plumbing Contractor: WILLIAM T. SELF Residential: _� _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Si Tmature CFC057039 State License Number Aaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KEGLER ROAD, SUITE F • ORLANDo, FLORiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 51 129 Crown Colony Way. RUssELe K IT SU ERs, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. DEBBIE TIME • NOTARY O MY C,_- 2/5/05 vueuc No. CC 999378 NOTARY PUBLIC yam+ II0"t'.I.D. CADocuments and Settings\dtime\Nty Documents\LOA Keith Summers for City of Sanford SOURCE.doc loll loss INDIES201ismom inn amme...... c" 00 JU) U. o°a U ►y GC O . W W J Z 12 �_I 0 W Z Z Z m,g.,q a 88 0F.V-+O NARYME ►I M, CLERK OF CIRCUIT COURT SEMINGLE COUNTY BK 04876 PG 167E CLERK'S ft 20631,06380 RECORDED 06/23/2083 01121142 DN REMINB FEES 6.00 RECORDED 8Y N Noldm NOTICE OF COMAHNCEWNT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0510 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 51 129 Crown Colony Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) UCONTRACTOR Maronda Homes, 1101 North Keller Road Suite F, Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave.,_#102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone 407 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. lot St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. 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 K ITH MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of 1 Notary Public 1�or r�op DEBBIE TIME ► OTARY o MY COMM EXP. Z5/05 N PUBLIC > No. CC 999378 Pam+-b *V." 1100W 10. - 21IIFIio COP' MARYANNE NIOWB CLERK OF Cl"Ott CO."I SEMINOLE C0006- t» �.... ,� �C1N � CITY OF SANFORD BUILDING DMSION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: S1 Subdivision: CROWN COLONY Property Address: 129 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 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. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). M c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. ❑x 3. 0 4. TO FOLLOW N/A 5. N/A N/A N/A Mx 6. 1. 2. 3. 4. 5. 6. 7. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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 Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 8. 9. 10. 11. 12. 13. 14. 15. Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, 3une 20, 2003 SIGNATURE: (By Owner or Authorized Agent) PLOT PLAN for: MAROND OMES. INC. DESCRIPTION: LOT 51, CROWN COLONY SUBDIVISION 61 76 thm 76 SEMINOLE RECORDED IN PLAT BOOK PAGE(S) PUBLIC RECORDS OF COUNTY, FLORIDA TRACT 'C' TRACT 'D' N RETENTION AREA WITH DRAINAGE CONSERVATION AREA n pis EASEMENT TO SEMINOLE COUNTY 500009'02"E 60.00' O' S' 10' 20' GRAPHIC SCALE i -30 io N (n 50' a CONCRETE SLAB 0 10.00' LOT 52 40.00' O _ LOT 50 ui MODEL: .... CHESAPEAKEK' Ui (3-2) BLOCK N LU FINISHED FLOOR r-- S O ELEVATION-45.32 O DRAINAGE TYPE:' B /C ' �2 N m WITH 1 O' x 30' CONCRETE o n SLAB AND GARAGE SERVICE -� DOOR 0 I Z g 1 o.Oa 3' (!7 C1 R= 125.00' 1O.DD A=14°06'30" 1c.a ARC=30.78' DRIVE CH.=30.70' g CH.BRG.= N 50G054' 13"W p3,s FLANS P.C. _ KL V1EW ED 500009'02"Ej C 1 C! PT lau.e•� ry OF SAN F� �D 1. 15' Rf� 29'25' $ N 1,3 5�28'E cu N }� CL P.C. w SAY NOTES: FLOOD CERTinCATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING N1357'28'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE: 7.5' PLANS FOR THE PRO.,ECT. 3. BUILDING TIES ARE TO FOUNDATION. THE 100 YEAR FLOOD HAZARD AREA, THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET. 20' 4. PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17, 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 51 CONTAINS (SUB,ECT TO CHANGE) 7,146 SOUARE FEET110.164 ACRES +/— THE UNDERSIGNED AND CAVONE,INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION, ABBREVI A T 10NS/LEGEND: MBER P.l.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT US P,I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENTRD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ERARC LENGTH L.B.-LICENSED BUSINESS CH.BRG.-CHORD BEARING S.&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY &TERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) D.RU.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT THIS SURVEY NOT VALID UNLESS EMBOSSED REVISIO11N FILE: W.0.2003-8205 CADD CROWNCOL5I.OWG A VONE, INC. WTH THE SIGNATURE AND RAISED SEAL of A FLORIDA LICENSED SURVEYOR AND MAPPER • DATE LAND SURVEYORS AND MAPPERS JOO SOUTH RONALD REAGAN BOULEVARD LONCWOOD, FLORIDA 3275O-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR &MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER 1.B.5073 PLOT PLAN 6 26 N for. MARONDA "OMES, INC. ON: LOT 51, CROWN COLONY SUBDIVISIONPLAT r 6 I 76 thry 78 SEMINOLE BOOK PAGE(5) PUBLIC RECORDS of COUNTY, FLORIDA TRACT 'C' TRACT 'D' N RETENTION AREA WITH DRAINAGE CONSERVATION AREA EASEMENT TO 5EMINOLE COUNTY 500009'020E 60.00' 0 5' 10' 20 GRAPHIC SCALE '/ $O N M SO, a CONCRETE SLAB 0 10.00 LOT 52 40.00' O O _ LOT 50 ui MODEL: .... CHE5APEAKE a K' N (3-2) BLOCK (V L1J FINISHED FLOOR -- q 0 ELEVATION=45.32 DRAINAGE TYPE: ' B 6 /C ul 0 WITH 1 O' x 30' CONCRETE Ln 5LAB AND GARAGE SERVICE -� DOOR Z10.00 on co sN C 1 10.00 R= 125.00' A= 14006'30' 16.0 ARC=30.78' CONCItErE DRM CM. =30.70' $ ; cm 506054' 13%V P.C. 7� 500009'02•E j C 1 P. T. /d U E. 1. 15' $ N 130 ST�B'E cu N � CO W- Y NOTES. FLOOD CERTIFICATION t. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING N135728E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25" 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR. 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE: 7.5' PLANS FOR THE PRO.ECT. J. BUILDING TIES ARE TO FOUNDATION. THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET: 20" 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL Na 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1991 THIS 1S NOT A SURVEY. MAP REVISION DATE: LOT 51 CONTAINS (SUB,ECT TO CHANGE) 7.146 SQUARE FEET/0.164 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. ABBREVIATIONS/LEGEND: R P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT P.1.-POINT OF INTERSECTION L.S-LANO SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT CAR-ARC ENGTH L.B.-LICENSED BUSINESS CH.BRG.-CHORD BEARING S&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&SE.-DRAINAGE, UTILITY & INE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) O.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENTt7' THIS SURVEY NOT VALID UNLESS EMBOSSED W.0.2003-8205 CARD FILE: CROWNCOLSt.OwG A VONE, INC. W,TH THE ��'ATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER ��/���tttTTl • ` REVISION OA TE LAND SURVEYORS AND JOO SOUTH RONALD REAGAN BOULEVARD LONC1V000, FLORIDA J2750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR &MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8.5073 PLOT PLAN 6 6 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHESAPEAKE Builder: MARONDA HOMES Address: i 1 1j y l l! t 1 �i'�j. ,, (, I L U-4� Permitting Office: City, State: ��tl {'�t�1, r Permit Number: Owner: ELECTRIC 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 1 _ 4. Ntunber of Bedrooms - 3 b. N/A SEER: 11.00 _ 5. Is this a worst case? _ Yes - 6. Conditioned floor area (ft2) _ 1625 ft2 c. N/A 7. Glass area & type - a. Clear - single pane 133.0 fe - 13. Heating .systems - b. Clear -double pane 0.0 if - a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 fe - _ HSPF: 7.40 d. Tint/other SI IGC - double pane 0.0 ft2 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 Insul, Exterior R=4.2, 1033.0 ft2 - _ EF: 0.93 b. Frame, Steel, Adjacent R=1 1.0, 207.0 f12 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 ft2 - 15. HVAC credits p-f b. Under Attic R=19.0, 1272.0 f? - (CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ft2 HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft - MZ-C-Multi7one cooling, b. N/A MZ-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 are in compliance with the Florida Energy Code. PREPARED BY: DATE: JUN 2 20.E 41 I hereby certify that this Iding, as designed, is in compliance with the r or'da EId nergy Code. OWNER/AGENT. DATE: __ AN 2 0 ?rP3 Review of the plans and specifications covered by this calculation indicates compliance ith the Florida Energy Code. fore construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: y o0 i[i1 Sr to1.n f ♦ 4 L W-. EnergyGaugeO (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type/SC .18 1625.0 25.78 7540.7 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BSPM = Points Type Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent Base Total: 1240.0 2107.6 As -Built Total: DOOR TYPES Area X BSPM = Points Type Adjacent 18.0 1.60 28.8 Exterior Insulated Exterior 40.0 4.80 192.0 Exterior Insulated Adjacent Wood Base Total: 58.0 220.8 As -Built Total: CEILING TYPES Area X BSPM = Points Type Under Attic 1625.0 2.13 3461.3 Under Attic Under Attic Under Attic Base Total: 1625.0 3461.3 As -Built Total: FLOOR TYPES Area X BSPM = Points Type Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation Raised 0.0 0.00 0.0 Base Total: -5565.0 As -Built Total: INFILTRATION Area X BSPM = Points 1625.0 14.31 23253.8 PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X SPM X SOF = Points NE 1.0 6.0 16.0 43.65 0.97 679.2 NW 0.6 6.0 16.0 37.74 1.00 601.4 SW 1.0 7.5 40.0 52.82 0.99 2087.8 SW 1.0 6.0 16.0 52.82 0.96 815.6 SE 0.6 3.0 3.0 56.64 0.92 156.6 SE 1.0 11.0 36.0 56.64 1.00 2038.2 SE 1.0 3.0 6.0 56.64 0.81 275.6 133.0 6654.3 R-Value Area X SPM = Points 4.2 1033.0 1.16 1198.3 11.0 207.0 1.00 207.0 1240.0 1405.3 Area X SPM = Points 20.0 4.80 96.0 20.0 4.80 96.0 18.0 2.40 43.2 58.0 235.2 R-Value Area X SPM X SCM = Points 19.0 360.0 2.82 X 1.00 1015.2 19.0 1272.0 2.82 X 1.00 3587.0 19.0 97.0 2.82 X 1.00 273.5 1729.0 4875.8 R-Value Area X SPM = Points 0.0 175.0(p -31.90 -5582.5 175.0 -5582.5 Area X SPM = Points 1625.0 14.31 23253.8 EnergyGauge(D DCA Form 60OA-2001 EnergyGauge(D/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT Summer Base Points: 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 (1.079 x 1.150 x 1.00) 0.310 1.00 1.241 0.310 0.950 11270.5 0.950 11270.5 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeD/FIaRES'2001 FL'RCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE TYPES rLASS 8X Conditioned X BWPM = Points Floor Area Type/SC .18 1625.0 5.86 1714.1 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BWPM Area = Points Type Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent Base Total: 1240.0 2438.6 As -Built Total: DOOR TYPES Area X BWPM = Points Type Adjacent 18.0 4.00 72.0 Exterior Insulated Exterior 40.0 5.10 204.0 Exterior Insulated Adjacent Wood Base Total: 58.0 276.0 As -Built Total: CEILING TYPES Area X BWPM = Points Type Under Attic 1625.0 0.64 1040.0 Under Attic Under Attic Under Attic Base Total: 1625.0 1040.0 As -Built Total: FLOOR TYPES Area X BWPM = Points Type Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation Raised 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: INFILTRATION Area X BWPM = Points 1625.0 -0.28 -455.0 PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X WPM X WOF = Point; NE 1.0 6.0 16.0 12.00 1.00 192.0 NW 0.6 6.0 16.0 12.23 1.00 195.4 SW 1.0 7.5 40.0 9.22 1.00 370.5 SW 1.0 6.0 16.0 9.22 1.01 149.0 SE 0.6 3.0 3.0 8.34 1.04 26.0 SE 1.0 11.0 36.0 8.34 1.01 302.5 SE 1.0 3.0 6.0 8.34 1.09 54.5 133.0 1289.9 R-Value Area X WPM = Points 4.2 1033.0 3.26 3367.6 11.0 207.0 2.60 538.2 1240.0 3905.8 Area X WPM = Points 20.0 5.10 102.0 20.0 5.10 102.0 18.0 5.90 106.2 58.0 310.2 R-Value Area X WPM X WCM = Points 19.0 360.0 0.87 X 1.00 313.2 19.0 1272.0 0.87 X 1.00 1106.E 19.0 97.0 0.87 X 1.00 84.4 1729.0 1504.2 R-Value Area X WPM = Points 0.0 175.0(p 2.50 437.5 175.0 437.5 Area X WPM = Points 1625.0 -0.28 -455.0 EnergyGauge®DCA Form 600A-2001- -' EnergyGauge®/FlaRES-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: Total Winter X System = Points Multiplier Heating Points Total X 6992.E Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 4681.2 0.6274 2937.0 6992.6 1.00 (1061.239 x 1.00) 0.461 0.950 3795.7 EnergyGauge Tm DCA Form 60OA-2001 EnergyGaugeWlaRES-2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE WATER HEATING Number of X Multiplier = Total Bedrooms 3 2564.00 7692.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE Cooling + Heating + Hot Water = Total Points Points Points Points 13233 2937 7692 23862 AS -BUILT Cooling + Heating + Hot Water = Total Points. Points Points Points 11271 3796 7278 22345 PASS h ��O4THESTq�F0, die '01DwE � EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge@/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS.,,, PERMIT #' 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST 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 corners; 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 Ceilings to the perimeter, penetrations and seams. 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 Recessed Lighting Fixtures installed that is sealed at the ptnLmeter _at penetrations and seams 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; Type or IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 dm from conditioned space. tested. Multi-sto Houses Additional Infiltration regts 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. VM-cc V I HLIK FHESCRIPTIVE MEASURES must be met or exceeded b all residences. COMPONENTS SECTION REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit Swimming Pools &Spas breaker electric or cutoff as must be provided. Extemal or built-in heat trap require 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 Shower heads efficienc of 78%. 612.1 Water flow must be restricted to no more than 2.5 Air Distribution Systems gallons per minute at 80 PSIG 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 Insulation 607.1 Se arate readily accessible manual or automatic thermostat for each system. 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&FIaRES'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 g systems 2. Single family or multi-famil y - Single family a. Central Unit 3. Number of units, if multi -family I - Cap: 35.4 kBtu/hr 4. Number of Bedrooms - b. N/A 3 SEER: 11.00 - 5. Is this a worst case? _ Yes - 6. Conditioned floor area (fi=) 1625 fF _ c. N/A - 7. Glass area & type _ a. Clear - single pane b. Clear -double pane 133.0 fe 13. Heat - � systems - c. Tint/other SHGC - single pane 0.0 W _ a. Electric Heat Pump 0.0 ft= Cap: 35.4 kBtu/hr - d. Tint/other SHGC - double pane 0.0 fis b. N/A - HSPF: 7.40 - 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 9. Wall types - 14. I lot water systems _ - a. Concrete, Int hisul, Exterior 2 _ - a. Electric Resistance Cap: 50.0 gallons b. Frame, Steel, Adjacent R=11.0, 207.0 ft= b. N/A EF: 0.93 _ c. N/A - d. N/A - e. N/A - C. Conservation credits ] 0. Ceiling types (IiR-Heat recovery, Solar - a. Under Attic _ DIP -Dedicated heat pump) b. Under Attic R=19.0, 360.0 ft� _ 15. H VAC credits PT, c. Under Attic R=19.0, 1272.0 ft2 - (CF-Ceiling fan, CV -Cross ventilation, - 11. Ducts R=19.0, 97.0 ft' 1117-Whole house fan, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft _ PT -Programmable Thermostat, RB-Attic radiant barrier, b. N/A - MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy Saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card be 4 tHE S740 will completed based on installed Code compliant features. Builder e; Signatur Date: JUN 2 0^?3 a o � a Address of New Home: City/FL Zip: *f le' a WE *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. "Phis is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a US EPA/DOE EnergyStar'�designation), your home may qualify for energy of iciency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGaugeV-(Version: FLRCPB v3.21) c0 CV Ln rn rn CV 0 a 'Mignc WINDL OAD SPECIFICA TION 0/08 Dalton I APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 T-O" MAX MOTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION MOTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 13 CA HORIZ ANGLE 1 1. GLASS DISCLAIMER "NO f CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR i INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE os4" HORtZ TRACK-, DRAWN FROM THE TEST." (1993 i ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB RA K BOLT (2) i GLASS WITH OPTIONAL INSERTS. TRACK /4- BOLT & ( T t/4-2o HEX NUT I 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST I f OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET', NEGATIVE PRESSURES. ` J DRILL .281 OR 9/32"0 4. U•—BAR TO HAVE A MINIMUM HOLE IN TRACK FOR YIELD OF 80 KSI JB-US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO `•' HAVE A MINIMUM YIELD OF 33,000 PSI. (1) JB-US BRACKET LOCATED _. AT EACH ROLLER LOCATION 6. OPTIONAL - .080" (MIN) EXCEPT TOP BRACKET ROLLER p ALUMINUM LOUVERS WITH HIGH (P/N t25139). �„ IMPACT STYRENE FRAME MAY BE _- LOCATED IN THE END PANELS OF ` 1 THE BOTTOM SECTION. I G' 7. LOCK OR OPERATOR IS REQUIRED. •; ('.; :i 5/16x1-5/8" 8. THE DESIGN OF THE LAG SCREW AT EACH SUPPORTING STRUCTURAL JB-us 4 1O r ELEMENTS SHALL BE THE BRACKET o« ` r:• RESPONSIBILITY OF THE / PROFESSIONAL OF RECORD .FOR �'•' THE BUILDING OR STRi,CTt1RE AND 054" VERY TRACK IN ACCORDANCE.-01TH,'igIJRR�NT BUILDING CODES- FC1iT��f��tb" DS O LISTED ON :THI'B;.DFjA1�►G�6r;.;.-•,. ! � �.1 /4-20x9/16" TRACK BOLT & 1 /4- 20 HEX NUT AT EACH JB-US Approved:'.' = _ - BRACKET w5 Visa. P:E 345 0SW4 OPL, PENSACOLA1 FI. 42514 � FC0RIOA'�Cl$ mT Af10Nf N0•: oo�atias;;:., c GEORGU1,r.EiiT,FTCt1j1ON NC!_'Oj8519,:1!_ PLANS REVI��"JED NORTIY.CAFtOUNI E'RFlC 110N'NLt`O�JE36 Date: CITY OF SANFO OP T10N C00E.- - 0,1.08 REV.- P -_ WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRACK, END HINGE TOP BRA CKET RSOUREMCN TS, 1/4-20x9/16" TRACK \ BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) �. (5) 1/4-20x5/8" \ TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE °00 / (4) i/4-2Ox5/8 SELF —THREADING SCREWS (P/N 100320) 1 /4-20x5/8" SCREWS END HINGES 9. 20 GA BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) N{ HIIOGE RH END HINGE r NYLO-ROLLER (P/tN i 70791) ® \ 80TT A BRACKET \ /� (P/ H-2J0.;54 �. & LH-2_10, `55) (3171/4-29x7/8' ,TEK $CREWS •{(PlN 100507 Approved: W.S. Wlson, P.E. y 3395 ADDISON DR, PENSACOIA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 OEORCIA CERTIFICATION NO. OI8519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: OPTION CODE.' 0103 REV_ P � I ' I i I I i ----------= (20 GA CENTER 16 GA END STILES STILES) WM9'x 14' MAX 44PSF 12OF4 U-BAR L OCA•T101VS NOTE: . MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN b 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE r - Approved: 3395 Ad0iS�1Q'OR; Ptt4S�Lou��325,jj:, FLORIDA CERIIFlGTION NO. 004848§ ; 'r CEOf$tA CERnBCArip N;-YO.r �'::' ••''' rORTH'.CfMuNA CERTIFICATION NO tp13835?. : r, L, , OPTION CODE :: �d y Y�REV.• P WM 9 ' x 14 ' MA N Wind Load Test Report Report # 0108P February 1, 2001 TES'i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the Feld and per specificatiTs outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 I%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWTNG NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: 1. Waynetvlark Model 8000, 90, 4 section. -2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and A6wers,:GA18(Q127). APPROVED.OPT3ONStt.L Based on ofh'ert'ests Lino ale4jc.,'�Aluminurrt Louvers and Styrene Window Frame Assembly per test number 020501. Z. Name: (� ®' 11d2a COUNTY I 6.9��� Di iJlOiy 3395.Addisorr rr, Pkrlsaco(a;:ECiZ2tl,4•:•, t; Florida Cer4'.jN&,00�154�` '' �c'ic�to ! G, F, Georgia Cert No�QtBS•l•9\� North Carolina Cyrr•Nd. 6We' z cn c� CV ofa wAgne MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 16 RAISED PANEL '-0° MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF , NLTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A NIINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR `THE LOADS LISTED ON THIS,,DRAWING'I .\, i 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAG SCREW AT EACH J8—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US 6RACKET (1) J8—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED Approved: _ 11f ,, ,�: AT EACH ROLLER LOCATION �= EXCEPT TOP BRACKET ROLLER 1✓9S ADON�prz'�FEN 0 FL 32514+ . f (P/N 125i39). F QA Cc'11T1�a- itW t waf89: — CMRGA-ZriinFIClT10N '1{0: 0 185 19 NCRTii OU ER Fl A110N N0. •021E Date: OP RON coal -`:: RE v.' P 1, �;,8n rev P1 I WM 10 ' x 14' MAX, +27 -29 PSFI 1 OF 4 TRACK END HINGE TOP BRA CKET REQUIREMEN Ts 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX i NUT THROUGH ANY TWO ALIGNING HOLES I I� _• TOP BRACKET _ 1•• (P/N 108077) Y — (5) 1/4"-2Ox5/8" TEK SCREWS (P/N 141668) �? um ARROW BODY HINGE (4) 1/4"-20x5/8" SELF —THREADING SCREWS f` \ "(2) 1/4"-2Ox5/8" T TEK SCREWS ALL END HINGES 0 �' 1 ;"7/16" PUSH NUT AT EACN� } ,AROLLER (P/N 243341) t• LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS ty' OR HINGES H �F' HIN 2" NYLON ROLLER W/ 4 1/2" STEM (P/N) 108135 a0 \0 WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR RH END HINGE (3) 1/4"-20x7/8" Approved: �2�5- _ _ % WS. Wilson• PS 3395 ADDISON OR.. PEW_. COL, FL 32514 FLOR9)A CERTIFIC,1TION,NO. 0048489 GEORmk CMF1GTION NO. 016519 NORM GROUNA CUnFi_UION NO. 023836 Date: 4'--z g— O oo� S L 20 GA CENTER �— STILES BOTTOM BRACKET E 16 GA END STILES (P/N RH-270354 & LH-270355) OPTION CODE.. 0110 1 REV.' P1 I WIV 76'. x, 14' MAX, *27 -29 PSF I 2 OF 4 U-BAR L OCA •TIONS 12'-6" THRU 14' HIGH DOORS NOT W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN ° V. 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:,: :wZ rn; ' 33951/oDISON DR:'' f}L GOI FG`325i i ,;'.. . FiARIQA C ..''•.CEORCiA;�(Nt�.�b($S� N4RTt1^jd!RQUt CERTI T10N+IC 023836 - Date:" '-2}���(� P4�' ° (f�R�=�;q°, 7yc °r Ca ° OPTION c-bb, ���? Q,'A " REV.• P1 w1d 15' x 14' MAX, f27 -29 PSF v3 OF 4 ,.'. CENTER 5 TIZ E & IN TLc -R1 VEDIA - TE HINGE Z 0 CA T1 ONS f 'WEI 14' 12' 10, Approved: �� ORANGE' COUNTY BUILMP�-V,"j nov W,S. Wilson, p 1, 3395 ADDISON OR., PO4SACOLA4 FL 32514 FLORIDA commknoN No. 0048489 GEORCIA CETMFrATION NO, 018519 NORTH WOUNA =MAMON NO. 023836 Date: ?-Zg -0( OPTION cOoE-- 0110 1 REV' PI I Wlvl 16'x 14'1VAl, -1-27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUMEMENT: 7 The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;•kI.. Product was installed witlt tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stilca, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of die test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER- 0110 P TEST DATE: Febnlary22, 2001. Temp -71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 3..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SB/nAPJTY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyed to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop rid Ans�very,,,GAIS(Q127). APPROVEa'OP'>;IQ� I f• "" 1 j Based on o- er tes b uiGi>lo ' 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. : lyaELL. r'� r. �. j'�.t. - S'alr��t.P�f F��7 7 aF� �l'i ��` (^l•.iT !rc..rn W.S. Wilsog-P�E, /-2�8-P(�" iII t`'�• j 3395 Addison Dr, �'enfacoZ'' 32514 Florida Cert Nq.", 04' 48 Georeia CcR No. UY3 ��;;,:• C] 0 Wagne Bal#oil MODEL STYLE DESIGN PRESSURE WINOL OAO SIDSCIFICA 1ION 0109 , WAYNEMARK 8000 & 8100 RAISED PANEL POS./NEG. 29.3 PSF scc # Oz- NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330) APPROVED SIZES: T-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 2 " MASTER PLAN � 13 GA HORIZ ANGLE ' I 0 I .054" HORIZ TRACK—, 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. EIII, (2) 1/4•-20x9/16"3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING . CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E 3395 AODISON DR., PENSACO" FL 32514, FLORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFCATIoN No. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date:. 17 —.Z 9 � / OPTION CODE- 0108 1 REV- P 1 DRILL .281 OR 9/32"o HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) J8—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8" LAG SCREW AT EACH J8—US 4 BRACKET 054" VERT TRACK t/4-20x9/16" TRACK BOLT & I/4-20 HEX NUT AT EACH J8—US BRACKET WM 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRACK. END H/NGE. TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK \ BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET / (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) SCC # Q;z -=r- MA (2) 1 /4-2Ox5/8" TEK SCREWS -p ALL END HINGES Z(P/N o 20 CA U-BAR WIDE BODY HINGE SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET \ (P/N RH-270354 & LH-270355) TEK SCREWS (P/N 100507 Approved: W—C, Wilson, P E. 3395 AOOfSON OR., PENSACOL k. FL 32514 FLORICA CMMCATION NO. 0048489 GEORM CEFi MATION NO. OI8519 NORTH CAROUNA CERI1FIWON NO. 023836 Date: q —z8 -p/ OPT/ON CODE.' 0108 1 REV.' P 1 L (20 GA CENTER 16 GA END STILES STILES) WM9'x 14' MAX44PSF 2OF4 U-BAR L OCA TIONS WINI-7 NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN S1 9'-6 "9LI 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. W130n, Pi 3395 ADDISON DR., PENSACOLA. FL 32514 FLORIDA CERTIF1C,171ON NO. 0048489 GEORGIA CEHi1F1CA71ON NO. 018519 NORTH CAROUNA =F1CAMN NO. 023W6 Date: 9 - -7-8 _ 01 OP RON CODE.' 0108 1 REV.• P 1 I WM 9 ' x 14 ' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 ®TEST REQUIREMENT• _ . to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. .TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or I (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P ®TEST DATE: �Q:DJanuary 252001. Temp 64' F. UCT DESCRIPTION: D _ 1. WayneMark Model 8000, 9x7, 4 section. SCC 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. �� PLAN 3. Standard bottomastragal and retainer. MAST 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests b ' e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Arne: W.S. Wilson, P.E. Ij-28•a/ 3395 Addison Dr —Pensacola, FL 32514 _ - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 z-11 to rn CV d wap Balton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIf-ICA TION 0110 . WAYNEMARK 8000 & 8100 APPROVED SIZES: RAISED PANEL W-0" MAX WIDTH x 14--0" MAX HEIGHT POS. 27 PSF SCC # MAXIMUM SECTION WIDTH 21" NFG 99 PSF 1 J kkm$Fd NOTES. 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE .067" HORIZ 1 TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20xs TRACK BOLT 8 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/16"x1-5/e" L OVERLAP TOP AND BOTH ENDS OF SCREW EA JB—US BREA PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3; HOLE IN TRACK F 5- TRACK TO HAVE A MINIMUM JB—US BRACE YIELD OF 33 KSI A653 G-40 ATTACHME 6. 26 GA DOOR FACER STEEL TO 1/4"-20x9/16" HAVE A MINIMUM YIELD OF 57'KSI TRACK BOLT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB—US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE ENO PANELS OF THE BOTTOM SECTION. (1) JB—US BRACKE LOCATED AT THE MIDDLE C 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC REQUIRED. SEC TI OI 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRAI PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r, (I) JB—US BRACKET LOCATE Approved: AT EACH ROLLER LOCATIC W.S. Wilson, P.E.EXCEPT TOP BRACKET ROLLE 3395 AOOISON DR., PENSACOLA. FL 32514 (P/N 125135 RORIOA CERTIFICATION N0. 0048QS GEORCIA CERTIFICATION NO. 016519 NORTH CAROUNA CERTIFICATION NO. 023636 Date: f-28-0t OPTION CODE. 0110 REV. P1 I WM 16' x 74' MAX, -1-27 —29 PSF 1 1 OF 4 FRA CK END HINGE; TOP BRA CKET REQUIREMENTS Scc# 1'02-&ZD4 MASTER PLAID .A�. 1/4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1 /4"-20x5/8" TEK SCRE'NS (P/N 141668) NARROW BODY HINGE (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS (2) 1/4"-2Ox5/8" / TEK SCREWS ALL YEND HINGES _ A H 7/16" PUSH NUT AT EAC ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE Approved: W.S. Wilson, P " M95 A001SON DR., PENSACO" FL 32514 FLORIDA CERTIFlGITION N0. 0048489 GEORGU CECATION N0. 01a519 NORTH CAROUNA CERTIFICATION NO. 02 W6 Date: 4 =2 9— o ( 2" NYLON ROLLER �I W/ 4 1/2" STEM (P/N)-108135 av °. WIDE BODY HINGE (P/N SEE BILL OF MAT L) 3" 20 GA U—BAR PH FNQ HINGE (3) 1/4"-20x7/8" TCV CI^Ocuie• �-F ........... (P/N RH-270354 & LH-270355) L,20 GA CENTER STILES 16 GA ENO STILES vriivw c,vut: u/7u I REV' F1 I WM 16' x 14" MAX, -f-27 —29 PSF1 2 OF 4 U-BAR L OCA TIONS E.., La 1t] 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SG(: #:=152-eon MASTER PLAID 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7"-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS Wlzn. P.E. 3395 ADDISON DR., PENSAMLA, FL 32514 FLORIDA CERTIFICATION. No. 004wg GEORGIA CER IMCATION NO. 016519 NORTH CAROLINA CERTIFICATION NO. 023a36 Date: q -Zg_ 01 OP 17ON COD-E. 0110 1 REV- P1 I WM 76' x 14' MAX, -1-27 -29 PSF 13 OF 4 CEINTERSTILE- & INTERMEDIA TE HINGE L OCA TIONS ;C # o �� 16' 10 kl ,,STER PLAN 14' 12, Approved: w! Yn, .,,, P.E. 3395 ADDISON OR.. PENSACOIA FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CVMFICAnoN N0. 0185i9 NOM CAROUNA CERTIFICATION NO. =136 Date: T - Z B -O ( OPTION CODE.- 0110 1 RE-V. P1 I WM 16' x 14' MAX, +27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P1 I February 22, 2001 ®TEST REOUMtFMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at die geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The Mnximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to . l 1 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71° F. .'RODUCT DESCRIPTION: S C C # OZ - pp 6 1. WayneMark Model 8000, 16x7, 4 section. MASTER PLAN ^ 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. t..Ht 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY S114LARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based ono er tes b ' uivai Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. dame: W.S. Wilson; P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert.No. 0048489 Georsia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist f. Sufficiency Review Manufacturer Name: Nora ndex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Agency Initials/Date A enc Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of PLANS REVIEWED Scan Date 4-4-02 CITY OF SANFORD Created on 02J04102 Page 1 of 2 NO RANDE?; PAGE 29 A A d .., ; ' a4 , a . as a . • SEE CHART FOR d A' a° FASTENERS VERTICAL MULLION SCHEDULE CAULK TOP SINGLE UNIT OF MULL - TYPE OF MULLION TYPE OF CLIP ~' - 1 WINDOW WINDOW DESIGN PRESSURE y X W #10 •X 3/4" ; 3/8`MIN. WIDTH HEIGHT NUMBER AND TER SCREW 1 WINDOW INCH INCH 35 PSF TYPE OF FASTENERS U FLA-45 HEAD 26" __ 1.0- x 3.0 ------------- 38-1 4� — OR 4 _3 160 x I 2 _TAPCONS o JAM WMDOW 19-1/8 50_ 5Z8 ---1.0 x 3.0 __ ---- ---- 4 -3 16 -X I=J2n TAPCONS h 63" 1.0 x�3.0--- OK 4 _J60 x__1_-1 TAPCONS --- OK---- 4 -3 i6j x 1-1 2'TAPCONS `� .1 Ear 7/g~ T6-3 4' 1.0 x 3.0--- ---�K �.---- ,.------ 5/8` 1 ___1_O x_3_._0 4 3 16d x 1-1 2 7'APCONS 38_2-6 ---10_ x 3.0------aR--__ 4 3 160 x 1-1 2 TAPCONS c lx3 MULLION (XFLA-26-1) " 26-1/2"50-5 8' _ --- ---- "------ _ _ 4 _3J6�' x 1- J2 TAPCOM§ lx4 MULLION (XFLA-39) ---7-.---T:O__x_3_.0_-- --- --- „--�- „___-- 63.. OK_-- 4 3J6 x 1-1 IF, _T_APCONS 1_0 x 3.0 4 _ 160-"_X j=�2n TAPMFLA-45 1x 3.0---- �K4- 3 165..-MULLION ANCHOR CLIP 26"„___1�x 3.0 OK x 1-1 2 TAPCONS .- 16 GA GALV. 38-1 4 --- --- 4 3 16_o x 1-1 2 TAPCONS W k 7 "- _ u---- 1_0 x 3.0 OK 4 3J 6trs x _TAPCONS; q " SHEET METAL 37" 50_ 6%©� ---1_0 x 3.0 -- --- — — — b 800 LB. MAX CAPACITY _ 63' --- --- --- �K J-�-- 1- 5/8" 4 3 16 x 1- J2� TAPCONS y y` WINDOW ___1_0 x 3.0 0--- -,---_ _ JAMB 7/8~ lx3 MULLION XFLA-26-i 76-3 4' --- --- OK--- 4 _ j �' _x_ 1-1 2' TAP_CON_S y 1.0 x 4.0 pp 1 40'- x 1-1 2�' TAPCONS a ix4 MULLION �XFLA-39) 26" „ _ 1_0 x 3.- OK___ 4 3 180 x 1-1 2 T_Ap_CONS #10 x 3/4" e 1 _ 38_-lj4 _ 1.0 x_3.0 _-- -- TEX SCREW 53-1 8" -- - OK 4 3 164" x 1-1 2T TAPCONS : a ---Z- LO x 3.0_- �_j-r-__---------- 1 __ __-ON ___ 2 1 40' x l-1�' TAPCONS 1 WINDOW 83~ ___L0 x 3.0 OK 2 1�40' _x_1_-1/2" TAPCONS :2z 1 SILL T6=3 4' 1.0 x. 4.0--- --- pK---- 2 -i 40''- x 1-1 2�' TAPCONS 4 C. CAULK BOTTOM 1 OF MULL, i �" - 3/8"MIN.cz, wi I3.®.A.F• cl PRECASTED - -- 3 "MIN. 'ACTuRER NAME: o SILL - - �O�A�tz�� . 3/4"MAY, MASTER 1'II:E # O D p SEE CHART FOR a D D FASTENERS • NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLAY 6063 T6, b OR 6063 T5. y / ti CHARL.ES - ' PA �N. P. E. 2) ON EACHE GLE OLNEC, THE TAPCON SHALL 1BE•) o Z FL REG. E3/21 49121 PLACED ON MULLION CLIP CENTERLINE. DATE 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH 3.000 PSI \ AT 28 DAYS. k IS . •yDo C i. I p AUKANDEX PAGE 30 NOTFe. 1) ALL ALUMINUM EXTRUSIONS ARE OR 6063 T5. ALLOY 6063 T6, 2) WHEN 'THERE IS ONE TAPCON (1/40' X i-1�2` ON EACH ANGLE LEG, THE TAPCON SHALL E ) PLNC�ENMULLION CLIP COMPRESSIVE STRENGTH�Eg000 PSI 3.CONC AT 28 DAYS, HORIZONTAL MULLION SCHEDULE STNGL `T'Y UNIT PE .OF .MULLION TYPE OF CLIP VTNDOW WINDOW: DESTGN PRESSURE WIDTII - HEIGHT. NUMBER AND INCH IN 35 PSF FLA-45 TYPE OF FASTENERS 26". 1`0 x 30 --- 1_0 x 3:0 --- UK 4 31160' x 1-1 2 TAPCONS 19=1/8" 50_57p" _—'l.b x 3:0�-- _-- OK---- OK --- 4 T---- 3J60 x 1—J2" TAPCONS 63" 76-3 4� -- 1.0 x_3_:_0--- _ --- �l:.b x 3:0 --- OK---- ------- 4 ---- 4 3J6�' x 1 TAPCONS _3J6td x 1-J2" TAPCONS CHAR A.- P�Gp. 26" =. 38=1T4" --___-------- 1:0 3:0 OR 4 4 3 180 x 1-1 %2 TAPCONS 16 P[. REc LNG.-,, # astzl DATE: 3/21/Oa __'L 26-1/2"50�5 8 -- �- q?.x 3:0 — — 1.0 3 0'--- --- _OK ---- OK_ ---- --- 4 _3 x 1-1 2 TAPCONS ---- 3 lend l Jz TAPCONS _ -_ 63" _x L_0 x 3:0--- --- OR _ - -4 _�-__- -3J6� x 1- 2" TAPCO- 76_3 4� ___ __ --- --- _0_K OIC -- 4 3 16e-X 1_ J2- TAPCON$ -3 �--- 26 __ 38=1/% 1.O x 3:0 -1.0 OK---- 4 4 n- 160 x 1-1 2 95PC--S 3 16cd CEN`I tAL I'L®gT A B.O.1�.F. ------------- 37" 505�8 . x 3:O x --- - --0_K 4 _x 1_1 2 TAPCONS _3J6_0 _x n- APCON J2 TAPCONS MANUFACTURM, .NAM: -_-1.0 63" b ___1.0 76-3 4 _g 3,0_-- -- OK--- --- OK• 4 4_3J6 _1_ 3J60 -x 1_�2" TAPCONS ---- ll%�4 D - 26" 1.0 x 3,0 1.0 x_30. OK---- 4 J2 T 3 16v� g 1- APCONS a------ -1 2 TAPCONS MASTER FiI�E � 98-1 4" --- T - --- 1. o x 3: o 0K__ 4 3 160 x -1-1 2 53-1/8" 50 5 .8� —_--- ---Z- 1_0 3:p.--- ---- OK -- __ �4- _T_A_PC_ON_S - _3%1d x_ 1—i- 2" TAP _ 63 ___LD 76-g _x _x-3;_p_-- ---- -- DI� --- SIC,---=�2 2 �_ ,, ----__ -1140_ x_i__1 2__TAPCONS 1-/- 110 x EW TER SCREW- .q- lx3 MULLION (XFLA-26-1) 1.0 x 3.D ---- OK 2 ,- x_1=1I2TAPCONS 1 4�' x 1-1 2� TAPCOTiS lx4 MULLION (Xrj�-39) WLA-26-1) 1x3 MULLION (XFLA-39) lx4 MULLION #10 x 3/4" DW SILL SEE CHART FOR FASTENERS SEE CHART FOR TER SCREW 4• SHOWN FASTENERS 1-15/16" _ 4 SHOWN �- n DW SILL o SH HEAD i F.LA-45 �'�-- 3/4" MULLION: ANCHOR CLIP i 16 GA. CALV. ® SH HEAD3/4" SHEET METAL - _L/4" 800 LB: MAX CAPACITY -- 1 /4" PAGE 24 MANTNIACTURER NAME.- PAGE �- (2) 010 x 1-3/4" PH-SMS INTO x BUC OR 3/I6"0 x 2-3/4" TAPCON THRU I BY BUCK. (SHOWN) WITH A I-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4" FH-SMS INT0.2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) B10 z 1 3/4" PIl-SMS INTO 2 BY BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK 1I1.976' B8• Isis 83.5 ,u 76.5' (a) 531 5ii-4 le to 128" f18' 54.5 54.6 18 20 _ l0 13.825 (2.6) 84.6 54.6 10 .. Ho./ IN PAfDWIHyg1y 01p t0 to : f7 Ti•. I rn-, IC171;4 P ANEL SIZE IN FEET. Id AS REQUIREDJL TYP. JAMB. SE( ID SHDd (SHOWN) AlUDD TRACK AS REQUIRED 1 BY 2 BY (2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES; 1)) SHIM AS REQUIRED,, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 8063-T6. OR T6 WITH TYPICAL WALL THICKNESS OF' 0.62" . 3 USE HIGH QUALITY -CAUL-( BEHIND' WINDOW FLANGE. 4 GLASS THICKNESS BASED•ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE PRODUCTS TOIB� FOR SELECTION OF NORANDEX BUILDING COD �OTRDDVANANY CSSORBOTHER SAFETWCAL YS, TION REQUIREMENTS OWNER OR CONTRACkST SOLELY TOR_ THE ARCHITECT, 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 26 DAYS. 1/4" SHIM -» I MAX (2BY2) IYP�u axvtmu IcurcnGO GIAiy SWING GLASS DOOR - M RATTYE ANALYSIS CHART No. OF 10B DESIGN MAD ANCHORS SIONSANCf10lIS CAPACITY-PSF No: OF ~+ ti IWG EiF1c1iT P44� NECA HEeD & OICB64 SBL !'RAUB JAMB 88.7 69.4 30 8 r^(� v1 q 56.7 OB.t Zq (4)--is 887 88.4 68.7 7724 .4 24 838 I6 8 B O 66.7 B9e 18 3 80' 86.7. 76.9 20 (2. 6) 66.7 78.3 10 e0 e Q Q. _ 00 30 r�+�'i 60 80 IB 86.9 10 .c\I 24 INS, ' 88.7 71.3 I6 (3) 10 10 66.7 736 16 IO C B8' 55.9 85.0 20 (2.6) 8e.7 85.2 10 (2) 3/16"0 10 1O O q .y y k x 2-3/4" TAPCON OR MIAMI u DADE APPROVED CONC. 0 al e -" FASTENERS. SEE ELEVATION FOR N N 13 a ti ° ANCHOR SPACING_ a • Z-to wad. �� ° ru •�4. a y . • • z EeI V w < i IxQ .A U r 0 m (4BY2)rrpica, cavumw IIN"gl�l I lal NORANDEX PAGE 23 I— d'- ; 1-0/9 rn-SMS INTO 2 BY BUCK OR PEMBEDMENTRIN TBy O BMUACSONRY,IO�) WITH A 1 1/4' MIN. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1-3/4' FIi—SUS INTO 2 z BUCK SEE ELEVATION FOR ANCHOR SPACING. ____L T I_ OPTIONAL 2 BY WOOD BUCK (2) #10 z 1 3/4' PH-SMS INTO 2 BY BUCK WITH I_j" MIN SEE ELEVATION/2 LE ATIV ON�FOR ikHORLSPAN IC NG. /r-2 z WOOD BUCK 3/16" TEMPERED GLASS PANEL ,SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX 30 �i6n x 591/2 " XXX xxxx ALL 3614ti" x 591/z" 53.3 55.8 10 16 18 6 30 V x 791/2 " 49.8 49.8 12 18 22 6 36 �6" x 791/2 .. 49.7 40.7 10 16 20 8 4 5 45 12 .18 22 e SERIES 500 ALUMINUM SIIDNG GLASS DOOR. LL OPERABLE PANELS FASTENER CHART CE11nAL FLO MA B.O.A.F. TA ONO/16'0 x IAMI TAPCON OR ML4Ml ZB zo NAME: j i N��1� z ROOD BUCK DADE APPROVED CONC. FASTENERS.- S.w) SEE ELEVATION FOR ANCHOR SPACING. L sIHM AS RE LHEn TYR HORIZONTAL SECTION WOOD SHIM gSHOp� OR MUDll TRACK AS REQUIRED 1 BY 2 BY BUCK D (2) 3/1670 s 2-1/4' TAPCON OR I_ IW.- E�ELEY6TIONPROVED FOR ANCHOR FASTENER R NOTES: 2; SHrM AS REQUIRED; MAX SHIM STACK 1/4'. ALL ALUMINUM EXTRUSIONSAREALLAY6063—T5OR TB WITH TYPICAL WALL THICKNESS OF-0.82- 3) USE HIGH QUALLTY CAULK BEHIND WINDOW FLAAGE 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. R .. 6) THE RESPONSIBILITY FOR SELECTION OF' NORANDEX PRODUCTS TO' MEET ANY APPLICABLE LOCAL .LAWS, HEADER AND SILL SECTION BUILDING CODES,' ORDINANCES 'OR- OTHER- SAFETY- REQUIREMEN)'S'REST'SOLELY WITH THE.ARCHITECT. TYP. 1 ORL BY BUCK 8) CONCRETE COMPRESSIVENTRASTRENG H - 3,-000 PSI AT 28 DAYS. X X PAN Fii PANEL •w d� 1 /4- SHIM — I as ci s MAX \ cY E X PANEL os. d X PANEL I PANEL PANEL —tvu (2BY2)TrMLLj MTWn f4RYPI vron....... 311 w I NORANDEX s PAGE 22 a iu a 1-3/4- P.H. S.M.S W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. O .® W/1 -l/21 N4 EMBEDMENT - SEE ELEVATION FOR ANCHOR SPACING_ 00 `* � o ALT. FIN ATTACHMENT � a UNDER SHEAT-HING - F cFNTRAL FLORtDA B.O.A.F. MA AcruRm NAmH: oR4.vp,X MASTER FILE 3 NOTES: 1) :SHTM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM: EXTRUSIONS ARE ALLAY 6063-T5 OR..T6: -WITII: TYPICAL WALL4 THICKNESS OF 0.62" . 3) USE IHGH...QbAU'r'Y-.CAULK jBEHIND WINDOW FLANGE. 4) GLASS: THICK49SS-1E8ED ON TAB[E E13oo GLASS CHARTS; AND?jdAY-'VARY DEPENDING ON SIZE. 5) THE: RESPONSII3N�P1';Y POR SELECTION OF NORANDEX PROAtICT:§t-:TO: MEET.:ANY APPIJCABLE LOCAL LAWS, REQUIREMENTS,•;1 T�SOLEi.YSWITH THE ARCOR OTHER HITECT. BUILDING 0*NER`. jp1}'-CONTRACTOR. 6) NOTE '� 'INDICATE$ ,TILAT E UAL• FASTENERS AT HEAD' AND :SILI�;ARE"REQU ED. 1 U 10 X 1-3/4" P.IL S.M_S. W/1-1/2' MIN. EMBEDMENT SEE'. ELEVATION FOR ANCHOR SPACING. D TYP. JAMB SECTION WOOD FRAM. -1- 4' MAX - SHIM (TOP AND BOTTOM) I - HEADER -AND SILL, SECTION W/i-1/21 N4 EMBEDMENT CHARIES', L _ :�VN�L WOOD FRAME ANCHOR SPAC NG.OR Ft. DATE E3GQ7%Oa 121 WIN DIMENSIONS OW WINDOW FASTENER.SCHEDU[E )TH HEIGHT NO. ANCHORS IIEAD/SILL NO. ANCHORS JAMB N �RES INCHES) SEE 'NOTE 6 y PSF PSF PSF 35 PSF PSF PSF co q LB` 12 2 2 2• 3 2 -2• 2 2 2 25' �. 3 3 2 2 'f A V —s 4• z-2- En q �6. 2q _2 2• 2 W 04 Ear '� 12 37-1/4' 2 2 2• 3 2 3 3 -'�' CL 3• 2 2 4• 3 3ILL 3 3 CO L8' 49-5/8' 2' _2 2 2• 2 3 3 3 3 3 3 !1• I/l l e` 3 3• 3 9- 4• —-3 3 3 3 3 3 Le L2` 62` 2_ 2 2• 2 2• 3 4 4 4 4 2 2 2• _ 3 4 5 6-3I4` -� 2_ 2• 3 4 6 01 V q. q I 3 `t- 4 ?-1 B` 3 _3 4• '3- 4 5 LI k v. TnT V b o rn. L r{� c //F --DETAU—C K Ci ,-8 DETAII/�/� « « c lj w �! V Q S NDRANucix PACE 10 N 10 X I-3/4" p.H. S.M.S. 1Y/►-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. Tw. w �4 U v .750 Typ O KFLA-40 415/416 1.500 2.437 R 10 X 1-3/4" P.H. S.M.S. 17/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI L�----- . rm o -I/ TER rlIX, # ------------ ALT. FIN ATTACHMENT \N UNDER SHEATHING # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEtMMENT SEE'ELEVATION FOR FOR ANCHOR SPACING., — WIDTH 1_ TY'. JAMB SECTION ©, WOOD FRAME ( I 1/4" MAX-- SI1TM BOTH Al .g 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION CHARLES A PA 'P.& WOOD .FRAME FL. REG. ENG. B_�4g12l, DATE; 3/27/02 NOTES: 1) SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2 ALI. ALUMINUU EXTRUSIONS ARE ALLOY 6063-T5 OR T6. WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE HIGH -QUALITY .CAULK .BEHIND WINDOW FI_ANGE 4 ' GWS THICKNESS 'BASED ON TABLE E1300 GLASS CHARTS, AND -MAY VARY DEPENDING ON SIZE. 5) THE. RESPONSI9[LI7Y FOR SELECTION OF. NORANDEX PRODUCTS; TO MEET ANY APPLICABLE LOCAL LAWS, BLJILDING :CODES; 'ORDINANCES OR OTHER SAFETY .REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BURMING`OWMER 10H CONTRACTOR. 6) NOTE • INDICATES.--- ' T EQUAL FASTENERS ATHEAD AND SILL ARE REQUIRED. 24' O.C. A 01 SASH " DETAIL=B.I 4 NORANDEX PAGE 21 LON. 1-1/A" MIN EMBEDMENT # 10 F.H. S.MS. -- SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. , SEE ELEV T ° 40 A ION FOR 1) SHIM AS REQUIRED. MAX SHIM STACK 1 4". ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' . e 3) USE HIGH QUAIITY CAULK BEHIND WINDOW FLANGE V 4 4 CLASS THICKNESS BASED ON TABLE E1300 CLASS e ° CHAR75, AND MAY VARY DEPENDING ON SIZE. 5) THE`RFSPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY 'APPLICABI E LOCAL LAWS. BUILDING CODES, .ORDINANCES OR' OTHER SAFETY REQUIREMENTS;REST SOLELY WITH THE BURMING OWNER OR CONTRACTOR ARCIBIBCT; NE 6) A PRESSURE TREATED' WOODF.N.BUCK:OR MARBLE SILL SHALL BE .ADDED" UNDER*THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL -BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS BY OTHERS). FOIL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRAT 28 ENGTH a 3,000 PSI ALT. HEADER SECTION 6) NOTE •DAYS INDICATES THAT E IUAL FASTENERS AT 1� TYP. 2 BY DUCI{ �V' ��® J B.O.A.F.. 3/16" TAPCON MANUFACTURER NAM: ( (SEE IELEVAATi ONE FORANCHORSPACING)n/oJP4.✓�� X MASTER F LF, # e • d I CALL SIZE WIDTH 4 A IL BUCK O 2 BY BUCK V SHIM TYP. JAMB SECTION )TH JAMBS) - 1 'BY 2 I3Y BUCK SEE NOTE 6 HEADER AND SILL SECTION T F- I BY BUCK CHARL.ES "A 'p ' NP.E FL REG. EHG. # •491, .21 DATE 12/LL/Dl ® 10 F.H.S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. {fu ONR Vf011( - „.o ei 24' O.a All —A I"Iloommumbi 6 4 A IL BUCK O 2 BY BUCK V SHIM TYP. JAMB SECTION )TH JAMBS) - 1 'BY 2 I3Y BUCK SEE NOTE 6 HEADER AND SILL SECTION T F- I BY BUCK CHARL.ES "A 'p ' NP.E FL REG. EHG. # •491, .21 DATE 12/LL/Dl ® 10 F.H.S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. {fu ONR Vf011( - „.o ei 24' O.a All —A I"Iloommumbi 6 w 1. 'NORANDEX I PAGE 9 3/18' TAPCON WITH A MIN. I-1/4' MIN. EMBEDMENT ® SEE ELEVATION FOR ANCHOR SPACING, �m N ]0 F.H. S.M.S. WITH A IN. 1-1/2' M1N. EMBEDMENT SEE ELEVATION FOR T NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIO OR TNS ARE AHOY 6063-T5 3 USEilCHTQ ALIPYACAULK B LL THICKNESS bff OF 0.62" . 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS E CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSI➢NdTY FOR SELECTION OF NORANDEX PRODUcs To MEET ANYBUIILDING C DES. ORDINA CESLOROTH RCSAFLA ETYS 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 FULLY -SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS BY OTHERS). FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH 3,000 PSI ALT. HEAAT 28 DAYS. DER SECTION TYP. 2 By BUCK TNTRAL T LORWA B.O. At4NVFACTrrR A.I . �L° o R NAME' 3/16` TAPCON W/1-1/4" MIN. EMBEDMENT Xc - L' �' SEE ELEVATION FOR JIL 1 � �/- FOR ANCHOR SPACING. Ia • d I`-- CALL SIZE WIDTH f-'— N " 1 BY BUCK O I 2 BY BUCK TYP. JAMB SECTION ._ • 1 BY _ 2 .BY BUCK MBS) # 10 F.H. S.ILS. MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CHARLES A. PAG P. E. FL REG. ENG: '#• 40121 DATE: 9 /9t mr, M I A M I DADS PRODUCT CONTROL NOTICE OF ACCEPTANCI. Prentdor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 •NIIAh11-DADE.00UNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE CO.-VIPLIANCE OFFICE ME-IRO-DADI.: Fl.AGIJ:lt I3UI1.1)INC; 140 WEST FLAGI.L•'It S'I'1t1Ei:-j% St3rlji 1603 MIAMI, P1.C)1tIDA 33130-I56 3 (305) 375-2901 FAK (3U5) 375_290S C:UYT)L1C'1.0R MCI.. SI,C-1'I().N (305) 375.2527 f :l\ (3U5) 375 :555 c:o�rrz�c:rc)It I:�I�c)uc•r:�Ir:� r 1>1�•Islc).� (3U5) J7S•29GC, FAX (3U5) 375-:9US I!IUMIX:I' Co. 1'ItUi. l)It'[5IU.\ Your application for Notice of Acceptance (NOA) oP (305)3752902 FAX (3U5)372-c-139 Entergy-G-8 S-W/E Inswing Op., ue Double w/sideliies Reside, Irtsul:ttcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ot'Alternatc Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the lvliami-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure ibis 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. 13CCO 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 Buildin- Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 .r EXPIRES: 04/02/2006 Raul lcoan!'ucz Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL . COINDrrIOINS BUILDING CODE &C PRODUCT REVIQV COJNIi%11TTEE This application for Product Approval has been reviewed by the I3CCO 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: OG/05/2001 Francisco J. Quintana. R.A. Director N-liami-Dads: County 1311iidint Code Cornf)liancu Officc \150450001\pc2000\\templates\notice accepunce cover poge.dot Internet mail addretis: l)ostm:(steml)U11d1lItiCUdCUI)IInC.CUi11 Iiumepage: III Ip:ffiv w.buildim2codcunIi'nl:com Premdor Entry SN'stems ACCEPTANCE No.: . 01-0314.24 APPROVED JUN 0.5 2001 SPIRES Aril 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIO\S I. SCOPE I.I This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of *Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for 1\•tiami-Dadc County, for the locations where the pressure requirements, as determined by SFBC CI)apter ?3, do not exceed the Design Pressure Rating values indicated in the approved -dray.,ings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enter 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witli Sidelites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EW-I, Shcets 1 1J1rough 6 of 6, titled "Ptcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper _Threshold (Inswing)," prepared by manufacturer, • dated 7/29/97 with revision C d.itcd 01 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance numbcr'and.approval date by the Miami-Dadc 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.singlc door only, as shown in approvcd drawings. Single door units shall i11611.1de all corn poncnis described in Llic active leaf of this approval. 3.2 Unit shall be installed only at locations proiccted by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than-43 degrees. Unless unit is instalicd in non -habitable 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 wiih the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not reouire a hurricane protection sysicni. 4.2.2 Sidelite: the installation of [his unit will require a hurricane protection systeni. 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 perinit shall be accompanied by copies of the following: 6.1.1 This Notice of Acccptancc 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 i nstallation. 6.1.3 Any other documents required by the Building O icizil or the South Florid131.1ilding Codc (SFBC) in order to properly evaluate the installation of jii s stem. Manucly crcz, P.E. Product Con r6f' xamincr Product ntrol Division Prcmdor Entry Systems ACCEPTANCE NO* .: 01-0314.24 APPROVED )UN O 2001 EXPIRES Ai2ril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITION 1. Renewal of this Acceptance (approval) shall be considered aftera renewal application has been tiled and the original submitted documcntation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and tilt following statement: "Miami-Dadc County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the co . dchanges. 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 rcquircn.icnts of this acceptance, including the correct installation of the product. d. The cnginccr who originally prepared, signed and scaled the required documcntation initially sub.niitted, is no longer practicing the engineering profession. 4. Any rcvision or change in the materials, use and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a rcvisi off ice. on applicationwith appropriate fcc) and ,ranted by this ` 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory perforniancc 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 follo%vcd by the expiration date may be displaycd in advertising literature. If any portion ofthe Notice of Acceptance is displaycd, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approvcd drawings and other .docurncilts, wlicre it applies, shall be provided to the user by the manufacturer or its distributors and shall be avai.lab Ic for inspection at the job site at all time. Tile engineer needs not-rescal the topics. �. Failure -to comply with any section of this Acceptance shall be causc for termination and removal of Acccptancc. This Noticc of Acccptancc consists of pages !, 2 and this last page 3. END OF THIS ACCEPTANCE Manucl crcz, P.E., Product Cont-T--,minerProduc Control Di vision PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) • uID 1/j' AINIq!( trDKNI tl TW K/0 t 31L� l!1 Nf..I AL ICRNAI . /16' M11 IMCDY. I1 I/B' All, ENS[�C NI liD yr 37 f/i' MAX ' MAX 9;; 77 1/4' 1/X• ■ M LtM• tlARrs ,ua L — �. MAX [CC Nqr[ ! , 4' MAX 7' MAX MAX NAa 19' 17• aG 19' a.C. IS' aCIS'OC. IS' ELC.,••E_tS' D.C.k MAX NAX MAk MAXMAX MAX MAX 1 [ cu W Ad IumtE Jul .tr Its esq 17 I/ MAX 16• aC. pL SPACING rn w • .IKJ A �7 I /16' 7• — — — 17 1/ ' NAX IB,' O.C.T� �� tL M CACIi�Yit11C Jolt A D.C. SPACING TO << LOCK 2e' 6t• j S 1/?, . MAX OLD _ DO I /16' 17 1/ ' MAX MAX LLC SPACING 10, O.C. onul i.taA.r . .aa • .nrtt -•..c a.aNa .eaeu aw 17 I D.C.SPACING �e•. O.C. . N. Rtbu1L •a yr HIS' OC IS' —cNAX 1S [�.CAX AX AX MAXM -- — .�� �• MAX S' MA% �' MAX ,. �� Nn MAX �` •� IR• . r 1.014 irLCs SCC Nd TX ATTACH ASTRAGAL THROW BOLT 18 X I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH BID X 1 3/4' HOLES FLATHEAD SCREWS; NOTESI 1.) VOOD BUCKS BY OTHERS. MUST BE ANCHORED 18 X 1 314" LONG PROPERLY,405 TRANSFER'. LOADS TO THE .STRUCTURE, FLATHEAD SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOVING INSTALLATIONS. LH INSWING R.H. INSWING 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 IS ANCHORED TO A MINIMUM TWO BY �Prrt?YEDA CC J�L'r 11;G .;711• I STRUCTURAL WOOD BUCK.sou HFLppr�I Ar_•LNG CODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE U A c:. JU� �J .Llfl DOOR SYSTEM IS ANCHORED DIRECTLY i0 CONCRETE VFIERE VATER INFILTRATION VHERE WATER fNFILIRAlION OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL DU(RENEW IS NEEDED X REDUI RENT IS HOT NEEDED ONE BY WOOD BUCK iW + PRO DL cONTROLor/ISION J. ALL ANCHORING SCREWS TO BE 110 WITH X eUILDr-- COGS C__'PUA:ICEQP MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AccEPTAIr_'ENO -DI U31 OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS. SHALL HE wSTALLED ONLY AT LDEArlays PROTECTED IT A CANOPY OR INTO MASONRY, OVERHANG SULK THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DApE COUNTY TO SILL IS LESS THAN 45 DEGREES UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NDN•HASITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED 'To 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR c I Inc muNiT mourmArlo[s hnvro I -_ 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE Lwrstx[sTlal[ltau ¢L 11L . MDR QP I TONSJAMBS AND SIDELITES. Esf"Da. LKEII 1010, IM EDR. ID. a1D D,MCA X]OP mMf ICARA„�' I17 tn1 ` 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL(TE BASE r Fr v 1+ n CORNERS ARE COPED AND BUTT JOINED. PAIR`"'y'"�"r' °a•�:;RI r - r it Y.T. . fl. DOORS SHALL BE PRE -PAINTED WITH AVATER-BASED EPDXY RUST INHIBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF D.B TO 1.2 MIT_ FHEMUUH LN11 Y SYSIEMS 31-1029—EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ 91 � SHEET 1 OF 5 VATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF D•B TO 1.2 NIL. , 9/16' GLAZING DETAIL fwl) . .f112' GLASS BITE9' TEWERED GLASS INTERIOR INSWING OTHERCONFIGURATIONS Mq! ---•I{ � 111 1/4' mx AIL MAX MAX I,;�\\\-`�" ".�Y ,gl:`:� ��� �� �°, ��;tit.. 7�.>.Iy%r%J,�;� � ,�`,w� -w� a ��.,�a•�.r �j�:,.-�� UAD OMM% APPROvE1 . al 1 .i; 1 e 11 ILI 1 ... . 1, to 'I�iriJ1 eta ,IcEf"D 0I-031v.vj— 'u 3/,- 5 6: 80 ll/16' Max TNTERIOR •1 79 5/16' , • ' MAX ? MAiLRIALS LIST ITCH M). BESCRIPTTON PART M)HBCR — IO VUOD HEAD JAMB COHHENTS 2 BY Wppp BUCK [V' 11/4, X 4 9/16' NIL. TO BE PNIE OR COMMENT 17 2O —COMPRESSION VEATTTERSTRIP v_ 3O ALUHINUN ASTRAGAL K RE N RAN x a 0( R V- PREHDOR BRAND OR COUIVALCNT- 5/0' ALUmlNUH ASIR/ 4 ALl1NCHAN BUT4P[R TFpIESHOLD EV-IS PREFIMR BRAND OR EOUIVALENT - 1 1/4' x 4 9/16' 1 1 / 4.' TOP CHANNEL' EV-08 PRCHDOR BRAND - 1 11/16' - 20 GA STEEL © T KIN M 94 (pj1 'JD1 -� I Tl 0 T A F A B( B[DiB I U,61 I11 um R Er 9 R BASF FOAM - DENSITY 2.0 TO 2.5 IbS./Ft' - I BDTTOH CHARNEL EV-07 PREHOa2- T111/16' - 20 GA STEEL 90 WanD LncX LOCK ' EV-09 4' X 9BE PIN[ OR EQUIyALCNf ID STRIKE STILE EV-06 15/16'NIL. TO BE PINE OR m1m, LCNf 11 HINGE STILE EW-p5 IS/16' L. TO12 LOCK PRCP FILLCR PIgTC EV-10 PREH[IO50' THICK- HTL. TO BE POlYE1HYL 2 13 4'x4' HINGE EV-16 HAGER BRAND HINGE OR EQUIVALENT - A97 THICK (SIT 14 VDDD HINGE JAMB V- 1 I/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENI • IS 110 X 2. r F,H.V.$, (4) SCREVS PER HHIGE TNT(] OMR 16 110 X 2' Fxv.s. I vS 1 HAx IB' hC me¢¢[[ArfC¢ JAH N; L JAH • IDI SI:¢CVS f11R011C11 SlRixC —1 1011 SIDELIIC "1. 4' em r¢@I K B' QZ THEREAFTER EXTERIOR __I7 IB VAiI [ 6p5M"5'n'r1°f (m1[R. ' affE ¢.P FI) 11DELIFE. 4• Dow rR(] 1 3/4' 4 9/16' LI6' 74H rAgThj VAUKINA M RIC¢l 1B 'ID X J/4' F.H.V.S. REFER 10 ELEVAIIDN VIEW rBR 1 ItEVS MIT AND LO[nll@! Or SC 19 18 x 2' rJtV.S. (2) SCREV$ PER HINGE INTO JAMB LOLKSET (2) SCREWS AT EACH STRIKE PLAT[ I 110 X 1 7/4' FJ{V.S. KVIKSET BRAND 200 LDCK OR HARLOC BRAND 100 LOCK VDDD SIDELITE JAHB (2) SCREWS PER HINGE INTO JAMB 22' X 64"SINGLE PANEL GLASS CV-19 1 1/4' X 4 9/16' HTL, TO BE PINE OR COUIVALENf T HP SIBEL H E TRIM TVOOD) Cy-20 GLASS N P(]LYPR(]PTL N RA I/e n raa TrnrrarR r Ass - pC 14� - c(]pL VDDD CASING EV-21 EV-22 5/16 z 1/2 )•ITL. TO BE PINE OR EOUIVALEn 1/R' x t' NTL. TO ¢ PIN[ OR Cu111V4LCN1 - ITENS IIIVALS l fl1R 'SIDE BY slur VOOD SIDELITE HEAD JAMB EV-23 JANBS- As 1411L1UNs © W[HiD SIDELITE BASE 1 1/4, X 4 9/16' HTL. TO BE PINE OR EQUIVALENT - ® PDLYPRDpYLENE LIT[ FRAHE EV-24 1647• DDL-2 1 1/4' X 4 9/16- HTL. TO BE PINE OR EDUIVALCNT HP Polypropylene by 16 X 1 1/2' :PAN HEAD SLREVS ODL SIDELITE STILES ID PCR FRAHE p z�FR ii 11 1 PIN NAIL EV-26 IS/16' i X 1 11/16 HTL. TIT BE PINE OR EDUIVALCNT 3/1' t@IG ¢AIL. 1• ¢I r¢@1 [H1. HAI 8' RC I/CR4rICR, IlTC1 ON IRtlIM NIO i DOW SILICONE 0995 ' CTIRUS1OrS: @EC 17 EtINF f R: SECTION B-B' 5O1""�at� aGL+4n4THE 0R BT DUY A I REMD01 PR ROL 01VI.IDN 911 L .[TrTRml RURDRIG CODE CCIVKWtE DFnCE PIIISBIRt, Ci (d ACCEPTANCE IID. 0 1— 0 ] I y, ? I/ - 11 1-1029-EW-1 SHEET 3 OF 6' RCVISBN tcH(R B 2 BY WOOD DUCT( 1/4' SHIM MAX -------------- 3/4' - � 5 INTERIOR I 79MAX16' 80 11/16' I MAX 64' MAX DLO I 1 3/4' ::':••�:i: 2 BY WOOD BUCK -� 4 9%16' SECTION C- C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 31-1029-EW-I SHEET 2 OF 6 1 1/4' DOW SILICONE ##995 APPROVED AS C0&tPCMG WfTTT THE ���' ° � �PkMfDOF P, vRery rceTTTrotonnsow 91Ic2 Q��+IG CODE C01tpLUrICE OF ?IIISBIRG. Ci. (� ACCE-MICE TIO, 01-031 �y BADE CUMTY H081FICAT — — 11ATFRIAI VAC' Pni Al1fIFf1 PAfF 5 (II(If A _ •0I TERM 10 UTE FRAW 1-1029-EW-I SHEET A OF 6 QVISIOH l[li[R p OTHER DOOR .'CONFIGURATIONS — 1 1 uT . 7L VItr1( I n Y lo� - - �l VKK It Vr o- Qj - oxxn r A7FF13i cD AS COLIPLYDIG lTu THE _ SOLIDI Ft pgMA BOILDIM• CODE acTE fi Q a IT BY PREMD�F Pin T . not oruiDp -911 L ll ERsDi 9UIDIIIG CODECOLIPLI ;CE OFF PIfISIRB6. CI 61 .x In 31-1029-EW-I SHEET 5 OF 6 REVfslm MIER FlTuC-n Tlmnrn I, A . , , �L,\ iiuLiK rt�INLL I YLES 36" r—MAX 79 /� 16 QQ �� �0� 00 000 MAX tip onn � o LIOD 000 BLANK TOP ❑❑ UOU 4-PANEL 6 PANCL 4-PANEL 9-PANEL 10 PA1r ANE L 18-PL OTHER SIDELITE ST YLE-S 36" —I rMAX m 79M X16n - J 0 1] SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-SOB SL-69A SL-690 ❑ O 00 on . aceDiu .no PO-1 PD-2 PD-3 PO-4 PO-5 PO-6 PD-7 PO-D PD-ID PD-19 PD-20 PD-21 PD-22 PD-23 PO-24 PD-25 0130 9D n n r oQo Qao 0 0 Pp-35 PD-36 PD-37 PD-38 PO-39 PD-10 on_.. as BOB Ll� ©a o 110 L - ROD QQ o0 FL00 USN B-PANEL CROSSBUCK IT -PANEL S -pqN I L EYCBROV 5 PANEL 5-PANEL V/SCROLL EYEBROV v/SCROLL SL-69C 'SL-25 SL-55 SL-30D SL-40 SL-90A SL-909 09 ® � °o o° °a PD-9 PD-10 PD-11 PO-12 PO-13 PD-14 .�1 111 ii' 1�1 iiii 111 A iPD- d� Q� d S-PANEL 5-PANEL rYEBROV ° SL-90C SL-30D SL-30C SL-70 SL-BI QQ o o PD-15 PO-I6 PD-17 wr w iw U w r O 0: O 1(1 2 U N i z i os uA [i C n L q� PO-32 PO-33 PD-31 R 31-1029-EV-1 SHEET 6 OF 6 ctwsnb un[c e 1. M I A M 1•DADE iiiiff PRODUCT CONTROL NOTICE Or ACCEPTANCE Prenldor. Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •NIIANII-DADE'COUN4TY, FLORIDA %1ETRO-DARE FLAGLER BU1LD.ING BUILDING CODE CONIPLIANCE OFFICE M1717t0-DAI)r; FT.AC;I1-A I3UI1.I)lh'Ci I !t) tv1Ss•rrirlGl.EK S'1RIi1 I, SUrI'l: 1601 MlAMI, 1'1.O1 IDA 33I.M-156., (305) 375-M 1 FAX (303) 375-290S C:U.`I'It•1C-1'UI2 LICEN-ONC: SI•:L-i-IU\ (105)373.2527 VAX(305)375•25t.%; CU.\-I u2 c-r0121:\F'C)JLC:1:�I1:,1 (305)375-29G6 1:�\'(.1US3375•�9U� 1'1(c)DU '1' COS 1'1, 1)1 VISM Your application for Notice of Acceptance (NOA) of (3us)37s•29a2 t:�\ (3us)372•G3.i� Entergy 6-8 S-NN'/E OutsNl ing 01)aduc Single wlsidcfifcs Reside'10,ll Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing file use of Alternate Materials and Types of Construction, and completely described herein, has been recomnlcnded for acceptance b)' the Miami -Dade County Building Code Compliance 0111ce (BCCO) under tilt: 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 I'or quality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modif},, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it ig determined by BCCO that this product or material- fails to meet the requirements of the South Florida Building Code. The eXpense ofsuch testing will be incurred by the manufacturer. r -ACCEPTANCE NO.: 01-0314.2I EXPIRES: 04/02/2.006 Raul Koari;ucz Chit:f Product Control Division THIS 'IS TIME CO�'ERSIiEF:T. SEE ADDITIONA1, PAGES FOR SPECIFICAi\D GENERAL CONDITIONS BUILDING CODE &- PRODUCT REVIEW CO\IMITTEE 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 f'vrth above. APPROVED: 06)05/2001 Francisco J. Quintana, R.A. Dircctor lMianli-Dade: Count' Building Codc Compliance Officc 11:04500011pc2000i1templateslnotice acceptance cover page.dot Internet mail :Itlllress: 1105tnIASICr F,'I]ulldillLICIAcor111tin.rnnt . iinn.v..,. n... Lrr ..//......... t... ,.r....._ ..r Premdor Entry Systems ACCEPTANCE No.: �Q1- 1414.21 APPROVED JUN 0 EXPIRES _ _ Aoril 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1:1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this ' Noti-cc of Acccptancc, 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 Chaptcr 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-N•V/E Outswing Opaque Sinald Rcsidential,Insulatcd Steel Door w itli Sidelites- Impact Resistant Door Slab On)v 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 Sidclites in a Wood- Frames with Bumper Threshold (Outswing)," prepared by manufacturer, dated* 7/29/97 with rcvision C dated 01115101, bearing the Miami -Dad- County Product Control approval stamp with the Notice oC Acccptancc number and approval date by the Miarni-Dade County Product Control Division. Thcsc documents shall hereinafter be referred to as the approved drawings. 3. • LIA11TATIONS 3.1 This approval applies to single unit applications ofsinglc door only, as shown in approved drawings. 4. INSTALLATION .4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approvcd drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: .the installation of this unit will not require a hurricane protcction systenl. 4.2,2 Sidclitc: the installation of this unit wit[ require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a p-rmancnt label with the manufacturer's name or logo, 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 topics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthc approvcd drawings, as idcntiGed if' Section 2 of this Notice of Acccptancc, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida 'Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con rot xamincr Product ontrol Division Prerrrdo.r Entry Systems ACCEPTANCE No.: 01-0314:21 APPROVED .1UN 0 5 `r"ro EXPIRES April' 02, 2006 NOTICE OF ACCEPTANCE: STANDARD COr11DITIONS 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. 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'tlie code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requiremerits 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 longcr practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this A'eceptance, unless prior written approval has been requested (through the filing Ora revision application with appropriate fee) and granted by this office. 5. Any of th'c following shall also be grounds for removal of ibis :�cccplancc: a. Unsatisfactory performance of this product or process. b. Misuse of this Acccptancc as an endorsement of any product, for sales, advcriising 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, then it shall be done tin 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 riot reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for tcrriiination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPTANCE ManutE ez, P.E., Product Co troProdunirol Division 3' mow, 4' MAX— 1 4, M 15"TAX AX D.C. 15, MAX ❑ 1C. 15, MAX O.C. A 15' MAX D.C. 13' MAX rKLMJJUK . (tN 1 LK(, Y BHANU) VU0D EDGE SINGLE DOOR VITH- SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUTSWING) 00, MAX 4' MAX MAX q• MAX MAX' 3' MAX 3' MAX 3' MAX Is' 1A' 3' MAX MAX T MAX p4' MA B IA ( 14 Off 1; �q HM: AX 19, 19' 1 43 ` MAX II/16 n TOP OF ODOR .( TO 4 LOD ' KVIKSET DEADBDLI M09CL fiu SERIEDR HARLa-' S ' + /• 1 MODCL Big' DCAOBDL 1 - MA64, X . OLD J rs T.z KVIKSCDTJ,SEI� • hODCL U.0 SCRICS DR MnRLDC LDCKSCT MODEL 100 �+ ITDDxs , I MAX••. 11. , AX 6ILL_I3' la.. IS' MAX MAX HAX E..•—_MAX MA r is 4' MAX T ~KA) p10 K 10 MINIMUM EMDc'DMERT 14) PE HEAD 1. SILL. <bI PER AND LTERNATE: 7/16' PFH TAP[Otd w/1 1/2' MINIMUM EMBEDMENT 1(S E OTEisil`-S A ETD II/16' NOTES,. 3' MAX —3' MAX 3' MAX MAX f---4' 3' MAX > VOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' MAX MAX 4' MAX --1— MAX ROPERLY TO TRANSFER LOADS T4) THE STRUCTURE T 114E PRECEDING DRAVINGS ARE INTENDED 10 1R8 8 x I 3/4' F.H.W.S PER SIDE FROM UAL.IFT 1ME FCILLOVING' INSTALLATIONS VOOD FRAME CONSTRUCTION WERE DOOR �� /� (� JAMB INTO THRESHOLD YSTEM IS ANCHORED t0 A MINIMUM Tv0 BY VDOD V v PEN11a MASONRY OR CONCRETE CONSTRUCTION VNERE R.H. OUTSVING LH DUISVING ]OR SYSTEM IS ANCHORED TO A MINIMUM TVO BY rRUCTURAL VOOD BUCK. MASONRY OR CONCRETE CONSTRUCT& VNERE FOR SYSTEM IS ANCHORED DIRECTLY TO CDNCRCTE ! MASONRY VITH OR VITHDUi A NCBI-STRUCTURAL WIRCHC1i1RIS lYCLKDI VMERE VATER Hof )DE rE .BY v000 BUCK ALL ANCHORING SCR[VS TO BE 110 VITH r i iv + c NIMUN 1 1/2' EMBEDMENT INTO VOOD SUBSTRATE ° 3/16- PFH TAPCONS•VfTH 1 1/2" MINIMUM EMBEDMENT TO MASONRY, t INNS SMALL EE INSIALLED ONLY At LOWItMS PROIECICD BY A CAIIPT OR UNIT MUST BE INSTALLED VITH 'MIAMI-BADE COUNTY OVER" AIOI 1MAI FIE ANGLE BCIVEEM IHE EDGE D'• CAMP/ OR DVERIWJG PROVED' SHUTTERS ID SILL IS LESS INAN 45 CCREES u:nCSS INN IS INSTALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES M]R•RABITABLE AREAS VNERE THE UNII AND IK AREA ARE DESICKy ID D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCUr VATER I?TttRAIIOK LATEX SEALANT TO BE APPLIED AT SIDE BY SIDC iBS AND SIDELIYES. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELIrt BASE !HERS ARE COPED AND BUTT JOINED. IIIAIDb DUIITILORI'Kcn m 1 MRS SHALL BE PRE-PAINIED. VITH A VATER-BASED EPDXY RUST IBITIVE PRIMER PA(NT VITH A DRY FILM THICKNESS OF 09 10 1.2 MIL. 'RAPES SHALL BE PRE -PAINTED VI1N AN ACRYLIC LATEX VATER-BASED/ ER -REDUCIBLE VNITE PRIMER VITH A DRY FILM THICKNESS or GB f0 12 NIL III ritwA • not ¢ sr APPROVED AS COM-LYING tOlh i-c i•711TH F(Q�RWA BUIL01NG C. • a;- J(JN 1 DY /I/A l/S !n PROC4) T C CTROL CIS75:S7 U a 15 COLE COIdPLIAN-E CPn`a ACCEPTANCE ND. OC - O J / 4. 2 1 -1020-EW-L SHEET I iYDD IClnt — 112' _ASS BITE GLAZING DETAIL O U I S w I N G OTHER CONFIGURATIONS _0 GLASS go I.LeWn Vvrov. ' APPRP1,040 Cota;'LnWG PATH THE PRO 7 lIR4L py15ip�� 6U$ WJ5 COpE C�1'•Pl1iJ1cE OF AME; LW.,cP 1tn 0 1 - 0 3 1-1020-EN-0 AEET. 2 or 6 ._wm 80 11/16" MAX EXTERIOR 79 5/16' MAX SECTIl1N B-B 1 1/4' INTERIOR VUDD HEAD JAMB m• nvnut,N• IV -le CUMI(LITIS ------------- COMPRESSION VEATHER$1RIP 1 1/4' X 4 9/16- MIL. 10 DE PINE UR EQUIvAICrlr . V000 STRIKE JAMB ALUMINUM - d V- l RK$EREFN BRAND l t1YcrA1 a t K N 1 1/4 X 4 9/16 MIL TO -BUMPER THRESHOLD EV-13 BE PINE OR EQUIVALENT PRENDOR BRAND OR EDUIVALENf TOP CHANNEL EW-05 - I I/4' x 4 9/16' PREMpI1R BRAND -1 ll/16' T K N - 20 GA STEEL a toll "M -IM ai Y H �II Ite q�(an 6Atl e BASF FUAM - DENSITY 2.0 TD 25 Ibs./Ft' BOTTOM CHANNEL EV-04 PREHUOR BRAND - I II/16 VUDD LOTI CX BLOCK STRIKE STILC EV-DB - 4' X 9.1/2- HTL TO BE PINE OR EDUIVALEHI HINGE STILC EV-07 15/11 X I II/16' MIL, TO BE PINE OR f01IIVaim, LOCK PREP FILLER.PLA 4'x4' HINGE WOOD HINGE JAMB 010 x 3/4' f.HWS. R10 X 2- F.HVS. . J/16• '. TwTrry a v' 1 E^ RIRRRA 14 SIUELIIE WOOD STILE SU x 2' FJiv S. LOCKSEi 410 x 1 3/4' FJLV.S. VOOD SIDELITE JAMB 22' X 64' SINGLE PANEL GLAS: - ® SIDELITE TRIM (WOOD) WOOD CASING ® WOOD SIDELITE HEAD JAMB - © WOOD SIDELITE BASE EOLXYPROPYLENE LITE FRAME ' PER PAN HEAD SCREVS Vu PIN NAIL D❑W SILICONE 4995 APPRIfirFiASCoWtyUMyan1111E — SOU1M Ftl)an1 �RIR E JUT1 IJ j 1 �L BY PI PR 41RGLf)NIStON 911 IRm,oRa� colk CauPtiANCE OFFICE Pit ACCEPTANCE Iro D)-D31 V. Z1 A 111116' MIL. TO BE PINE OR EQUIVALENJ .IV-09 PREMDOR BRAND - p5p THICK- HIL TO BE POLVETHYLE Ev-15 HAGER BRAND HINGE OR EDUIvALENr - 1197 THICK (SILT EV-I1 1 1/4' X 4 9/16- HIL, i0 BE PINE..[h1 EQUIVALENI (4) STREWS PER HINGE INTO. DOOR I6� � S Hgum CAar SIDELITE .IANR INTO SIREUIC• 4' W" r )ER[AFIER ROti RCiCR 10 EICVAiiwl VICV, FOR 1 Q SCREVS USED ARD LOCATIONS EY 07 IS/16' X 1 II/16- MIL TD BE PINE UR,EQUIVALENT (2)-SCREVS AT EACH SIRIKE PLATE KVIKSET DRAND 200 l [1( UR IIARLOC I S[REVS IIR M BRAND too LUCK 111) 6HIHT- JAllfl INID SID[LIIC JAH g• RAR I&_Ur- THER[ArTER 4 DM rRM (I HAx e' RC. IIIEREAr ERRcE JAHR W10 SIDEUIC JAM. 4' "f9m 1 4) SCREVS IRI WI EACH HINfd IRID DU ,Mj EW-IB 11/4• •X 4 9/16- MTL. TO BE PINE OR EQUIVALENT EV-19 1 . CLA611 P N ULYPRpPBra 0 Ass YI 1 F _ ALENTT _ 1 EV-20 5/16 x 1/2' HT OtA L. TO BE PINE OR EOUIVALENI EV-21 LuR S1oC BIT SIDE Khl9 AS N v N 1 lYA EV-22 US 1 1/4' X 4 9/16' MIL. 1U BE PINE DR EQUIVALENT EV-23 1 1/4' X 4 9/16' MIL. TO DE PINE OR EQUIVALENT -1643, DDL-2 HP PolYProPYlee by ODL ID PER FRAME LU xEECD H' 1 �i 4• U114 1)qI- 4' W r1mN [fi, Hu R• aL. H[RAlICR, 16[I a Nina MD IRS 31-1020-EW-0 SHEET OF 6 �vlT;aw to«Q li 1/4' SHIM MAX �TERIDR I 79MA "" 80 I1/16' I MAX 2 BY WOOD BUCK SECT -ION PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020-EW-O SHEET 2 OF 6 DOW SILICONE 4995 FOVEO/a ( UL'r- TWG "UH 1HE SOUTH FL 17,nA m ....... fil rc%^h.F-jgS lYOlc VAT" THE —7• wuc oula U�TI e :Ulf PRI raax� t 'Ilea oms�al 911 L ".,lre1G rna ca,IrTwtCE o(n E Pills] T 77 Irr w 4• MAX •' MAX 7' M; 7• ,4- ne) �n U' MAX C W_j L o.c is M; ` r o.c 13' Mc he U' 1W OL 13- M; oL 7' 1Nl 7• n 4• wuc 4• M X 31-1020-Ew-p SHEET S OF 6 ewalA tu IER(e u► I IL►\ -Uuul\ rAINLL S I YL E 36' S I¢MAX o0 '9 /16' o0 10I'll, BLANK TOP I 6-PANEL 4-PANEL 9-PAL 4-PANEL NEL I OTHER SIDELITE STYLES 30` -I I— M A X 79 tl tl u o SL-10 SL-20 SL-30 SL-60 SL-50 SL-50B , SL-69A SL-698 DU pd pp QD . o 0o Da _ as oa PD-1 PD-2 PD-3 PD-4 PO-5 PD-6 PD-7 PO-8 I--# pa PD-18 PD-19 PO-20 PO 2I PO-22 PO-23 ❑ o ❑ o �a� ono . � ogg . uoo ouu PO-35 PD-36 PO-37 , PD-38 PO-39 PD-40 i 11a ®aa fill goo 1 �LIiS10 UDO 0 ❑ ❑ ® o Q 8-PANEL CRUSSBUCK ❑ ❑ 12-PANEL ETCBRUL '-PANEL 5-PANCL 5 v/SCRULL ETEBRUv -PANEL 5-PANEL v/SCRULL ETEBRUV SL-69C SL-25 SL-55 op oa op PO-9 PD-10 ?D-II 01 Q SL-300 SL-40 pp PO-12 SL-90A A PD-13 ���tt!I I 111iiiI rloIII,, �II(�11�11�fllil .., Mil •� ., 0 I AIl! •, 1 Y1 SL-908 SL-90C SL-308 SL-30C SL-70 f SL-DO QQ ❑❑ PO-14 PD-15 PO-16 PO-17 lu 4 u lu C C, i PD-31 PO-32 PO-33 PD-34 a u BEL 31-1020-EW 0 SHEET 6 OF 6 4Yum itr i Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO5101 51 129 CROWN COLONY WAY ORLN-CRC CHEK3 LEFT Fax (407) 321-3913 FL PE # 50068, 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 designed for an enclosed huildina Truss ID Run Date Drawing ReviewedReviewed Truss ID Run7Dat7eDrawing of En Dw s: 44 9' 9 Layout 11-4-02 T 4-21-03 Roof Loads - VT 4-11-01 �/ U 4-21-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 4-21-03 A 4-21-03 W 4-21-03 �/ B 4-21-03 ✓ W1 4-21-03 131 4-21-03 Y 4-21-03 ✓ Total 33.0 psf C 4-21-03 Z 4-21-03 C1 4-21-03 `/ Z1 4-21-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 4-21-03 Z2 4-21-03 E 4-21-03 Z3 4-21-03 F 4-21-03 Z4 4-21-03 PLANS REVIEWED CITY OF SANFORD G 4-21-03 H 4-21-03 I 4-21-03 J 4-21-03 J1 4-21-03 J3 4-21-03 K 4-21-03 K1 4-21-03 K2 4-21-03 K3 4-21-03 K5 4-21-03 L 4-21-03 L1 4-21-03 L2 4-21-03 L3 4-21-03 M 4-21-03 INV # DESC QNTY DATE: JUL 1 1 2003 N 4-21-03 ,/ 18331 EHUH26 0 4-21-03 �/ 18330 EHUH28 P 4-21-03 18360 SKH26R 2 Q 4-21-03 18361 SKH26L 2 R 4-21-03 18363 JUS26 16 S 4-21-03 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 138 40.0 Iry -,V - ,�Zll - I IAll-- IF _ , IV Trl �, Fl -� T o _ T) o I C; is I US26 I HANGERS Rol � I � I —� / (2) SKH26 HANGERS N A - 4PLY B / (2) SKH26 HANGERS C � o12 VOLUME CEILING E 4 �-12— LL G r% I,� w \ ODDySPACE T ODD SPACE 12 8'-O/CEILING g o�,II —�1 IE I \ q VT 50�1 I ----- ��^ " B1- 3PLY —EHUH28=2WNGER i I J3 wsi n— I �I �� EHUH28-2 HANKER--- h F=-I-=- ��-1--- ---- ODD SPACE K -- J1 -( -u�-' r CEILING.___ I I � --- - - r� I I _ ZI a- Ga N ��_-1� K 1 ¢ N 8'-0 CEILING KNEEWALL K1 j TO „' D" K2 \ 1 / KNEEWALL 11 I I� TO 11'-0"— ' �� � EH`H28-2 HANGER _ VOLUME CEILING 1 --_—� 12 Z4 LU } "' —Q 1 IM� K3 I j —j N N N K5 -STRUCTURAL SCISSOR FIELD FRAME GABLE r�l I T( HJ26 HANGER i ��—= — — — THJ26 HANGER H -�---� 6 I 2I1� I \ -z JOB NUMBER: CHEK3- - — - —_] o o CUSTOMER: REVERSED ' Z1 JOB NAME: CHESAPEAKE K I �\ I l DRAWN BY: qy DATE: 11 4-02 .2 _ IT _ I' Z2 PITCH: 6112 8 4112 O.H.: 1-0'"8 _ IL I BEARING: 8'• LOADING: '-- } } IL NII NII 1-4 3/4" 33p �I v ry v nJ 20-0 I6-8 _ 13-4 JUL_ 1 1 2003 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLiNG, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° is the resoonsibilitvofthe installer(builder buildinocontractor, licensed contractor, -ectororerection conrractor)toprooerlyreceive, unload storms nandie install and -ace metal olate connected wood trusses to arotec+life and arooer*v The installer List 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 project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised upon the collective experience of leading technical personnel in the wood CAUTION: Theauiiderbuildfnrcontractor.licensed contractor, erectororel'e6ti69Y contractor is advised 41k, to obtain and read the entire booklet "CotrrmentUry anc P,eco irnendctions'for Handling, Installii c P 3;acit1g eJ-alPfateco'nnecte'idWoodTrusses.IF= 91" iron-i i ?C' 'i runs r.Iate irlSirtu"6. rr=� �` 'D,4N ERIi�7f 1esrgriates' az co�tcd�tlon tl 6 s,�i-tl L. � H t fd'FprH agtl�'�4. cT d•`l' i141f' F41 �. � � ns lie ,r su' 1 e ©sn erso al'r ;uhin�iryi oret,`,n°a°gat s�tlur" merry°' �� [ r F °17VARNING•x�ryW�lwtr�l describes a contl►tion ' r • ` -I f+,ur"-'yay T rr�!.'�'�. i�r '"`.f3q'�*ni5• stU 1 y ,a l ' -«;ar-'�iwt�Ere,�arlu�e�o��i'l��o�v�l ni s � � ior�s,coul[�tresult In :, (;". .�` .r r' J.� a -rti�;,;:p� ,)'r..17J1 i:�il' '�F,•�tl n €r.�r. l t-t:� 6C_l ,.- , .. severe personal;an�uryr?darrtage to struc;ui-ss. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833.5900 truss industry, but must, due to the nature of responsibilities involved, by presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for dar;ages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyri ht O by Truss Piate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission cf the publisher. Printed in the United States of America. -- CAUTION: Alltemporary;bcacir;cshould be no Jess i than 1;,A clrade marked.fitrriber.'All connections should be rnadewitivrninimum of 2-16d nails, All uses assumes 2' on center or -less. All rru fi-ply trusses should be conitested tocdnther in accbr_ -glance vii `i . Brsion drawings prlor.to !nstaltatlo_n. TRUSS STORAGE l CAUTION: Trussesshouldnotbe un'oaovc; on roug�h terrain or un- even surtaces which could cauise ` damage to:the-'truss. C4lJTIONzTrussessto�ed he iLc�!!tai!} siou,d oc'� �y d. lr�rr Vrt N h� !Z l t " supparted,prnf7loefu, gtopeeve'` t,exces fueia eral; y i, i �CAUT10Nr�Trusses;Ysltor�ed;vertrcott hu Ira •',-n,�-..'-SIB'»�7mT1,`, 1. a y4, u f raA ii•� a�iyuy � �l"I'Mracetl to revpp�tto ' Itn ,ar 6i rn benidtng;a e re gin. p rR,Q IBSSrlpr110151rs g7rr!4rldu.��ri1 Miwnxrsatr�w�ivb�31;: 1p s ,rrxpp• NVRR�{1NG`- Do nofi break bandug untl,rnsfallatiunjG • j�'�``tx'`� `+D1��NGcF� f�o.not storebunhl�s !.rt� r�(,t !;�,� ; "�{begins Care�.sho l d r exe C se"�l iry�ibani iri" ey; ''goner,^ b nce`d.boirio4�ybrea t cat C Lrr 67 es ,d r. ,.a� arwfi"l.rN,7»il�t,'ai�","'u' 'L�,r•-srw i,;,, :°- s-gi•• a1�,P.L. t"„�Y „ k il. .fin C,.� m a_#s �bte�Fibr,� 01 ial p«.>!t cs p ^r�>are� _�acec�� ,. � a , r . nr�-vim Rt � '�tn'I� ra7�� � �,��•� x+��jw• �z� r IhAR (C rpo. 0''11 " i�nc�ecl risses�� b rl�go rYs 0tw h rGf`t�R�,''i1�4�1� � ; ��, � hsc are iyr�g'1iat' s it•. w irve/ • ,��" < i , ere l elclagereris , dW�s i osld;,be str,rcfi l 1 1 [k"7r C r �rM t�+!:l`= .9#•��' +1Wr4r. [i e L'ilis p �; Fi '� f4:ai ?riy��!. F�4 r;f :� I �L Ilrr 5 ,.m �,?I it s . ✓.g cohth:i�ed Frame 1 Tag Line 60. orless ,Y 60 \ �orless\ .I Approximately Approximately Tag J ' truss length Y. truss length Line Truss spans less than 30'. 1 1— Spreader Bar Toe In =\ 1 4---Toe In Approximately 11' to ?,r, truss length Less than or equal 10 60' Tag Line +n p ai� � �3� x �W r "d '"%tj" ni.�b +. t 1 - 1t;dl�ngthY�'}!iljt �. SF �rf�1'�{�eL+t:.'�kwi+ 1.:...11(.rTI�Fi-i`�"'N.�'•.. fiu �..c-"Fib .-I I Spreader Bar LineStrongbeclq SpreaderBar Toe In —� � 'Toe In a �( At or above a T:, mid -height � � I `\ Approximately__ Aoproxlmately /2 to y, truss length o:, to'/; truss length Less than or equal to 60, 1\ Tag Tog Line Line Greater than 60' C,AUTIO-� N, Terraporary tiracing shaven m this summary s . eet':is `adequate foe the%lnstaliation' o trusses with ;stmllaconfigurations 'Consult a'r pglster'etl professional en. I ear If ' 'di ere`:` bracing karrangemerit ts.rlldesired Iri I P, 9 g4 al.. nt'+ka The engmeer7 tray design bracing m accortlance wit�t' R�com{nended Qesrgn.' Specification {or Terri ora Si3racrn 'of, fj— I I p r . r ,I I r r a,,:ru r 7 1; F: rl•_ a r M�f2pgp(�tB JiI017.fIeCteCf.,�DOC' k 1 Trusses,ID'S8 89,land irD some.casesitletermine hat a wilder sp;acing;is possible l;i�°@7 BFi�Cll�I�a 3lJILDIt�G IE�!T�RIO t,�tR,OUN©'LbRACCING:'BUILE3I�l :E)oCTERIOR �R R £. G6Di To Chord - p Typical vertical _ ""`'�;"� ! End Well Si'nJ `c",� LET �„-. % I attochmenl Plan _, r Blocking, O`ro'Lnd brace I- .I � �C ... �1`•--- �' �' 11cL daAA" ; r -i�i �.. �wartic I V) \. II .,.a Ground Bra a -ri I�Li✓ - �''= I v .. Ae' '.,� I 4 ✓s !,`tl.� ' Verticals (GE3 (GBD)y Ground brace , rd 3 r { g diagonals 1 nip b7�trtieaea �•. I � t� gi G round brace ndtbrPce EB y� �. vertical (GBV ) ! n,ffllli PIT 9t..Vi�i� dS. race Ground k Note: 2nd 1 e{ floor Backup p 4! ground �/yrr -,strut \ (ST);tJ stake p I Driven 1 Typical horizontal tie memt�rwttb grouno stakes �I��h. i� tgFp'la {�4}l�1-{n, �r�v-IfrJlr 'Ns''�.,,�I'1il "laid i i� 7 I ek -yll�r SIU l:rrk .uulfk�Jl x i t 'i n i ..s. ids nl �bS %•"Il "fin r. F'�A r'�. '1'. r�1 -tl,iw�rep �r.,� }'". ���i"} i' F,� e a 1 I r �n`1 � r, ,, r ,..! r ^+ u .. y d m � rub ; � � ,,-f i•I• � �" r �� n��,C�U„TI YQ� {�noU t� rrac—ln� ato uiretl `for''a�al"yl,nstall'at1a�S y�'�'� � �-(- » �re><i'n.:h��•'.w?!?F.>�. 1, rt,���!k� "-�yt i ���l.r� f,✓ �'c� �'� � r `�'"`�' 1Si��+X rF i i'�"�"� .l�rc4r n,f�� ]',gFt'j� Y' a (H T) yYtruss of bra, OUR of trusee (EB) Frame 2 12 —, 4 or greater SA PS � •e Top chords that are laterally braced can buckle togeth er u nd ca u se co ll apse if there is no diago- nalbracing. Diagonal bracing shouldbenalied to the underside of the top chord when purling are attached to the topside of the top chord. awl IqJ; " "1� r Illet� rlilj ii IhIiJpll�^laq P t; II �II I'I 'lily 14Ii t�ila' ii I ;i4 11'111i'i� ii i ! TOP CHORD S i'II'I ll TOP'CHOAD�'' Id I I , . y�i�� � �f� +I�('�Illi!i� I :. ^ � ,�I,tllli, i DIAGONAL $R,a.CE- il IF a ! I'IMItJiMUM I_,TERAL BRACE SPACING IDB i� SPAW i 4 1 ITChIiI� SPACIPvG L$ Iilld' Si li III I Ih II' dl�� �hh'I l:li Ir I� ( $� ii+� y' #, iruSSesl .. i�ihli�lllll ��yl4dlfl,t� �li� Ill .a1' a.4; Ilihl�l1i+41ntt'ilh; ' i �I i.a;-�;ll IIIIIII'`�II �I:a' ,il�� / i,' G — U to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 1 7 Over 48' - 60' 4/12 5' g 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP • Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10" or Greater Attachment / i Required L WARNING' Failure to follow these recomrnen€iationscould resulP In sev=re personal injury o'r damage to trusses or buiidings. TOP CHORD: �h P1IWIMUP>AI 'TOnCHORDI' DIAGONAL BRACE PITCH Ii ! " ;LATERAL BRACE SPACING (DBSi SPAh7 D1FFERENCE §PACINGILBS)''r4 trusses] SP/DF. I-SPF/HF Ua ID 28' 2.5 7 Over 28' • 42' 17 3.0 6' g 12 6 Over 42' - 60' 3.0 5' S 3 Over 60' See a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir Contnuous Ton Chnrri Lateral Brac Required 10' or Gr Attachment Required - All lateral braces lapped at least 2 trusses. F7 i-I .......G; HED TRUSS 1 f Topchorde that are laterally braced can buckle togetherand cause collapse if there is ne dlago• nalbracing. Diagonal bracingsi,ould be n• iled to the underside of the top c� d when purline are attached to the topsideof the top chord. � . E SCISSORS TRucS ". r-rame 3 4 or greater ., I I I I III I i'I _II14u I I P IIl !II'91'I I I r IIII III!ul!I II � j to � I;III I IIII �IIIII�II ' I�+ I' I'"'IIIII IIIVI!Itill I �, � In III,,II�III� IP I Ifl I IIII II'161I��IJ]I��Ililllll�l�li�lll��l�''a. Illdui�i, slll' li u � I�II�',,;; , , I. BOTf T. M CHORD :' L,. ;I�rl � IIII' � I I �, 'I' �Ilill ��' Itil�ll I lSIAGONALBFtAC_ II;�II;I � MINIM MI.I ,IIII�Oi-:jTO��ICF�ORD LATERAL B SPAC�I�G{(=B PACING {DBg)"i is �: � ��I�lullllllliluh�ll�Il'IIIIkIIIVI_�I� II �111�11'uI�1�IItI���a�l��li IIIIJIIiII�JIIIhVIIIII�VJIGil1111.6�4111,.r�1 III I:�I ��,�� ; � �, Uo to32' 4/12 15' 20 I 15 Over 32' - 48' 4/12 15' 10 I 7 Over 48' - 60' 4/12 15, g 4 Mali lr 4 - ;t� r , um d p ! �A.�I IUhll •"f ,ytu•� 1 i�. F~g y: � y +iTg�j J ,) w',�. �. ���i�—��. Ill r •' . � r � Id' `� I d It lJJ;,{' -r .�Y-'�I�s �rf•�+!�rt,'�r:'. J.. r��}��J,! �, dr�y)•cF}ls�'!( �,r�>uj', i' . • • • ■ • . • • • • - �=ji�a'�r . �S ; �-k' �Gt__b��!!IfNr_�, ,' �f>,4�' I,r� ,L{+ ;.��_t`Tlr, I • • ■. ' • • ■ =;��+ ;i1}IPIr�'Lb�l�1R'� JI }i441/5:y111 �I ,�m�l �J � I p� T� �Zl• 4ws�l';F ` _� ilt �� ` j J 'I S'p� s�l} }.J ji�' ���' ,q," rr Jl li.r ,�i ,i-P A 1" , rh` i' .. TI'(rt AI 6 %` t Iv. }• 111+!.Ig^�': _,.s .Ire W !�tiyr _ ' 1 al �` :+ � l I I �/ . tPal a% � t'iy'e• rr re a,;.�y��,',y� q o ••� o e a {' }ire.J ,�-:�:`-i�,_ � '�,F1•, tI) `t '>.li. .J I .�Ib �� !GJ`'� fart-'�',Y'•�I,'�`�Fj ::I. ,i fir�-I y�J��rQ,I r..n ''I�j�'1 ` ��< 19�, I.. ;��t'°-�'41.r y�1'r:.� 1•�l-. a. '7 s .s , r. � >'' . � w �: � G��+. r3�8' ti I. - i,,.. Jf� • � t`> l ><5 � � � y ,. P?}IT ,t;, >��• f -3`f't �•, 'G3 �Tj�-rt'�1,t7r..S1 rf�r T.ni}hn.'r �.r.� ' ��1,.9 �,�1� �'� }.j �tlll.� .1 A,7. dif6'� c .m: •.}I= 31�,'t�, i jr sF F. .J_ �.€h' � i1Y-� .t l 'fry `z"� ICI •'Ti r( i-r I _ � I .'W'�f Ir J. 4•.l. 111{, ,h�IrJJr 7'•' � �Zr.�1 11 7;-. jj f � • '`'lily{FI"1?7•'i�;�ir�gT?, �t y'S 01JM1Ltt ,I�I�r��, ••.. 4 7��uiC1�f�-R"yaY�.�. 11. . _ M1 - 4}J& .y J I• 2 i 1 • ,lil I r� .~`59 I 'Y ,y1"��9`TftlJ�tt�••,,$�GI=�;F,�ii� r � �i d , ���,1 4„ 'l� t ����Ir:ll``�1}.�+ I' tr' x •i��III�tiL�� �-i��}� 'w i5`(�lkiy5fi_i1sr�].;o}prl nl. ,N .-n tcl rti' f'{11a•,,..ti 1.1 71.a tfi'w'n ° i. S r+'+ p lir.JLI1 5.r �ir��': r ^"' �i' 11i iPt'�!rN',✓j h'ie r.y,'r�t�2.��y�?'t!� nca,��il�' �45;�✓��i` ' v�iS�n d.yt,'I,rs^nptl�F',t45, II aiillllII �III��I'll�''l� lilt„IRr��llll I I!� I II l�t�l������l,hlt��� . iI MI�IMU TO� C I MI,: I XTER N�Il�l���l� nBR U'L; C I jug, 111 "Hill Up 10 32' 30" a 16 10 I Over 32' - 48' 42" 6' 6 4 Over 48'- 60' 48" 51 4 2 Over 60' i See a registered professional engineer -DFDouglas ,Fir -Larch SPF ='!Sprfjcl Plne Fir J T h diagonal brace r p for cami evered -End dfagonzil6l:are --. trusses must be stability ands,ril placed on vertical both ends oft web�s in line with the uppor .6f, T.xi 1 :11 Top chords that are laterally braced can buckle together and cause collapse ifthere is no diago- nalbracing. Diagonal bracing should benailed to the underside of the top chord when purlins are attached to the topside of the top chord. T. .. ..... ... m i:J Top chords that are laterally braced can 0-1, ie together and cause collapse It there is no d i a go- nalbracing. Diagonal bracing should be nailed 10 the underside of the top chord when purfinx are atlacned to the topside at the top chord. Continuous Top Chord Lateral Brace Required or Greater. U it 1 Aachment Required � TOPCH CHORDLPJIINIMUM Di3RACE LLJ�-, LP.TERAL BRACc SPACIIJG(DBS)''t tit rJ I-1 PITCH`',ini' SPACINr LB ( Strusses] a rSPFHF o 224' 3/12 1 E'1 I Over 24' - 42' 1 3/1 2 17 1 12 7' 10 6 Over 42' . 54' 1 3/12 Over 54' See a re ur uUuyras rir-t-arcn HF - Hem -Fir 6 ` 6 4 istered professional engineer SP - Southern Pine o. SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. ?op citorda that arc. laterally braced can buckle t.-,getherand cause collapse ltlhe rc is no diago- IMbractrig. Diagonal bracing should be nailed. ;o the unaerside of the top r.hord when purfins Attuc❑cd to the topside of the top chord. -Mir—NO TFILJSS PLUMS Truss J� Depth i I D(in) i 12 -,773or11 /� & \ greater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Greatler Attachment Required — 7777, PSG Failul ot© fe!la�v,fin-ese`recorr meandations could result in persona! injury or, damage to trus'ses;or bu{ld rigs. N'STALLA T ION TOLERANCESt Length L(in) sow 50 .................. (ln dl . 12" 1/4 � i 24" 1 1 /2" 2 Q200 or 2" L 1 36" 3/4"' 31- 48" 1" 4' j 72" 1-172" 6' 84" 1_3/4" 7' 96" 2„ 1 8' 108" 2" g' I ........... wy,' Lesser of Lesser c+f L/200 or 2" D/50 or 2" L(in) L L;200-L..ft,:I /iaXIMUM 50" 1 /4" 4.2' /iisplacement ` Plumb Line 100" 1/2" 8.3' 1150" 3/4" 112.5' L(in) 200" I 1 " 1 fi.7' 250' 1-1/4" 20.�8' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. 'ri � .,,Y } �• P� � �i ..."S� .�P, •'t, i�' `51 b •' �ry�'rLrq � - `�- �'�ry ' .�1, 4�i � " 'r,+.�{� � �� � •!v �a t 4c'aY,+r'r.,�`•ri �. -�tMod JIW aoWma- SSi t • ri� ati Frame 6 Y saitfot4 FL 32771 (407) 321.0064 Far (407) 321.3913 Date: March 5, 2003 TO: Bit0ding Depaztmegt From: Artaronda Systems Tomas Ponce Professional E.ngineer State of Florida. #0050068 Subject: Valley 'Trusses T vzBey�trusses labeled VT-1 th7u 100 are covered render the general valley sheet pr®Fricled 6n the truss laack2,e signed and sealed by the ena@ueer of recard. The connections are rB�x�ed on the structural info sheet of the plans.. ,U criteria of t�ae valley trusses are noted on the geeneral sheet. 1i'YOU have any questions please feel free to call at 407-321-0064. tr�erely, Tom s Ponce, P.F. +,�t�16BtBttlt!r�� �SN No. GG;�GG3g 1 a _ �TTATE OF ����/�� A( {t� ► fit �����` DE'211 !lvidNIORMAT1on1 This dalp+t is (or an Ind,lal building eompvn t and Ilas been b_d on InfvnnaUnn PmNd.d by tLo.pent- l'h. d—lgnv dsda,ms any l-P.-tb[INy Ibr•damaga as a vault of fi Wty or In=:--1 Informativo, sPccUlnUovs and/ do Vl hurn,sl,ed to the l+ua d,vlbuer by the dlent and U,e,m,tr I.— oraeeu " oT Ibts Information as Il may ,elate to a zpo- tllle Prol.ctand veecpls o naponslbduy or ecueUrs no rno[rol w11hnmga.d to TabAa,- HOR t,aa[Slbg, ablf--t and Tech U.n or IntsSes. This tnw has been deslgued as aft h„ils7d.a1 bo0dmg ew°P. ,,A m aeen,danc. sn AI+51/l1`I 1-1995 and NDS-97 to be Incorpnnlcd as Part or the bldlding deslg„ by a B.didtng Dalgncr Registered atehlled nr luole"slonal enrn—d. when renewed r r apP.ar.l Iry.the buibllog dalgncr, the design I.culi0gs ihown must be cLeckvl to he slue that the data ah., asc,n ag,cmnll kith the local bu0ding beat___" f--'d -"I—. 1"1ed "peeUlotfanz or "Pedal UPPI1ed ImIL - Uniwshown, uaU Ilu not been desiglltd for stooge or xn,panry Inds- The An,gn aas.wo —Pre:.inn chards flop nr hotlomI °re c Uu.- o.,aly braced by ah_ud`lg m,1— othv..tse 11,11—bottom Lor,Is b, tcnsbn ore not fully b,aded lalvally by a plop,, ly applied rlgkl ccfUn , fh.y ebowd b, hra, at , M--'dw u, stucmg of IU•-O- o.c Conn«lnr Plato aba0 he mmufaa.ued Imo 20 gang, hot dlpprd galrantted sled mec,tng ASITI A fi57, Gradc 40 On, s othn 't., sl,rn,•r,. FABRICATION Noll-:S 1llor In fabdeaUon, the fa bt ka for "ball revlcm Wls dh h,g to e,rify Ihm lhb .Inwtng b In m�to,ma^^^.dU, the fab,ioln,'s plans cud to ,Dare , eavUnwo9 r P-ro malty for s..ch red,IL.�IIon. noy dbrnepr..ta are 1. be pot In sn lttr,g Polo stha11 r cvltm9 ar fab.t>Uon. ll not he h,zra.Ucd wcr knotholes, Laois or dbin.rcd gran,. hlcmbus abaU be rut roe ilgt,t mmng .a l to woad b,o,h,g. Con- 0cclormproles shau k lao,c,1 an horn r.ee, „f the b.,v wuh naps nary tmbcddcd and shall be sy. aboot thelotnt mdess vlhowtse shoran 5.4 ph 1. is 8- and. x a' long. A 6.8 Phi. L,. 6- md. x B- long. Stols (holes, ran paraUd to Ill. plate IcngUr sPedfled. Double nos o0 web mn0b— sbaU meet of U,e _, o,d Conof thwe e lls „01esa oU,gwbe s ho.aq..s are minbuum sure" I.,sd an Inector plat. be farces sb—, and may ncc,l ,o et Inc;r d for Rl f.In hand- Ung and/nr c.ertton s,resso. nub Im"a is not tv be fal,tlat.d ..Itb th, rein. door treated luml>cr,mlcts oth..,c stmm,>_ For addiLI_A Infv.mativn on QuaUty Conbol , i- to ANSIrIPI 1-1995 PRECAUTIONARY NOTES All bncing and r1ez:Uon .eenmm.0,lauvus ve To bt lollnwvl In a,rl,nla0a with _1lavdling slalll0g i . Aadog•, 1 1I13-91. Tmsso are fo he hanJlvl wOh ry,Uvdar ore dnrtng tanding and bnodling. d'u,, y and Ires[a1laU.. to ,rod dame I" TcmP.—y and Per a,ancnt b.adng for hohlmg mesa to ..tra,cht.. I Pfamt. t.cs- Iimn avd for ,olstIng Iatcral F. shall be lf-IVIed.nd 1—ta that by others, GrJni baw- ling is nscuUal and accDoR bracing Ls atways rev,hed. "Oral Prccautlolmry acllan for Lifts lbqulrm such Irmpuratp braclug dluing Insfal611nn b t n busses I,. alobl Ioppltog vml dommalog. 'The "upctvlslvn of ,rtcLm, trusses aJuU be „nder the mnaol of rnv"a esperfen ed 1n the Insirdb Ulm of ho," , Tlofesstnnal adrt.< ""I Ire sought if needed. Cvocentratlo0 of o,nshuvUna loads greeter 1h,n the dca lgn Lod ahaU not T e ,.pllc,l to busses at any nmc ttn Ioa.L- vlhu Ihao Ibe "'Cad of U,. c. 0. sha❑ be . j,pN,d to . I—IcS nolll alley all fulenb.g and bndnp Is cumpld of 11AADT—halt r,, . - MONO VALLEY VALLEY 7RU9 COM1,1014 VALLEY VALLEY TRUSSES irYP"I VALLEY TRUSSES (TYP.) SuppoI iIIIG muss C OIAI.ION OR GIRDER l� COMMON TRUSSES (TYP.) I _•-1 1 ., I Jf CIVIJ WO: VALLEY M IF LESS THE?? 3.0.0 THEN MOVE DIA1;QIIAL WED TO NEXT PANEL Es 'TING TRUSSES VALLEY STRAPPING 10 TRUSS BELOW USING MSTA12@4'0.0. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. 1 2r4 OR 416 DIAOONAL WEBS t 4t6 Ji6 REQUIRED WITII SPANS OR GREATER TITER 26-0-0 Ji6 714 2r1 6 6 4 214/ :I 316 211 214 214 2r4 316 0R ( 415 515 a 2x1 OR 3t6 4110 21/ 316 316 on on 4 6 2r4 TI: VT 617Y:1 1#1 WHEN DIGAODAL WEB PRESENT USE 4x6 PLATE (1( WHEN NO DIAGONAL WEB PRESENT USE 2x1 PLATE VALLEY MEMBERS AT 24B.C. (TYP) 316 \2.4 _I VARIES 12 UP TO l 3t6 MAX. 6-0-0 O.C. (TYPI 1 1 Ir h l IMAX TRUSS SPACING MAX. 6-0.0 O.C. ITYPI BELOW c 40. O.C. I� SPANS UP TO 60.0-0 ®I TOP GI40RDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 82 13ELOW VALLEY SET VALLEY MEhIHERS WEBS: -2X4 SP U3 I'ROVIDE ALL NECFSSARY l"OP CHORD GRACING. VALLEY MEMBERS TO BE SET TIC &IUST BE CONTINUOUSI-Y BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PFR INTERSECTION, OR TWO FEET ON CENTER. WIZEN BELOW TRUSSES ARE SIIEATNED FIRST USE (2) 1Oil NAILS OR 11) 1Gd NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING HAILED FLAT TO EDGE OF WED WITII 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LOWG 1. TWO 2XG BRACES REQUIRED ON ANY WEB EXCEEDING 14'+1 axL:Llyr AS snotvrl 1),:.A�rs.nlzr 1L2U GA 715IT U PER JiNSIfI'1'1 1-1995 Gn t S KMaro:nd:a Systehis 4005 MARONDA WAY ,-0111), FL_ 32771 (407) 321-0064 Fax (407) 321-3911 TOMAS PONCE P.E. LICENSE 1/0050068 mo GIlE7![t nrvu[ ,T nmtt.., v. ,,.•._ WARNING: IRIPDI-t A COPY OF THIS DRAWING O BE GIVEN TO ERECTING CO NTRA CI.O R. BRACING WARNING: -Ihw3 I "holm on this doming is not uccUvn h,ncb,g. u10J blaring. Ix„tAl hracfug or s1udLlr b,ac,ng rlhtd, I. . part of U.c hulldn�g des shown, b for lateral sup, �° and wtdd, must be co,r:ld.u.d by Ibe h,dlawg d_1g0 . raw ,nil 1 Uuss mn0lrts only to ,.date buckling Itugl.h. P.urL-Imu .oust Bl Ig mad. fn a„ r ai L Tent .Ill, .g .1 coda ,nd sl,ceuled ICI UO_ d.lnmtnc.l by U,e braid Wg deslgu. Additional bracing a( th, ave,all strudurt ,nay be Plate ,cyuhul. (see IIIU JI ol'1 I'll. zs ate instNute, 1pl, Is Totaled a1583 D'Onoh to D,c, t.tadbnn. R'lsmty Ul !L47 w1 Sprits 0 6-0-0 O.C. Log- Dwg: Usgur: 'my Chh: CC Live. 16-0 1)sf 'M Dead 7.0 ITS I1C Live 0.0 T,sr I3C Dead 2.0 Ils[ t J TIUss ID: VT Dale: 4-11-01 uuH-CIC - Lbr- 1.25 Dmi-ac - PII_ 1.25 O.C- Spuciflg: 24.0" Design C,'ilelia: TPI onpm,n,( w,d Ims been 1a5cd vn Ldan,uUon orldcd b), U,c enrol. The detioncr dlsclauns )• respona,bUly (or d_..s_ w n mull or dij o mccrrcd I'd.,[J.". SpCC111C.11, d/or dr�lgns 1u 1bbed to u,e In,y d<y lgncr the cbcnl and Ibc cvncct,, or accur+cJ ihy ,nrorn,.na, a. h n—T ,cl.le ro n ,: ed e profand accepts na res -ibiut, or :rdsd no conUnl Mtn ryard to rabrlm- t La,tdtb,g. sLll.,nnd and Lvb16 Un.. or bldual 6uilding companud In accordance ,sll i1/'1p1 1-1995 and NOS-97- to be 'vtco,ponlcd Art of the bund,»1! dnl�n I; )• a na U,lb,d rgncr 1•cyslocd mrlrn<c[ or p, olosloml bmv). when re.lored Ib, r,nrw.->) br U,e drnc dcs,e,,c,, 1l Ix d,cchcd In he y,.rc Unit U,c ,tall slw,m, In yg,eun..I "ith Ux'.-I b.Udb,pr codes. 1 elb„euc records to' "b,d or son,. Inady. cet:1 c 111p11om or yptW, applied loads. Ln�n- t-- Las nv1 been dcalp,cd for ,roc or occupancy loads. The dnlgn •lisulUCt I,.p nr botloml a ntb,u r bnccd 1,J sho U, b.S ur,l ss aUtrnttze Ned. llrttc,e bnUon• <t'or•Is 4, I<na,o„ ♦,e ally braced t lers llr b. a p,npertr applied m, n spacbrg or 10'-0- o..: Cnnncclor s shall be mm,uladumd trove 4U g..C_ hvt :d to Fr.,,,z cd steel rneeUr.� AS7'Fl A GSJ. c •10. unlvs oll,cn.bc sl.o.rn_ 3RICATION 1`101-1: to Gbda Uon. the fabdornr shaU ,es _ rn..b.r to cc, try llial it'll dr n6 1, In rn, ..Iu, U,n ae.lolnr: pa,u »d 1n • vPando c lv be put In before cotnnIt or la I" yl,nll not t+e bssbbed o,cr knolholp, or dblv,t,d p.1n. Flv,•bc,- slmU 6c cut hl Illlbtg Hood to Hood benrtn plsto A.all tar too. R. Lart- Icd nn MII, 1'+u-s of ,_ nbh natb hdly hnbcddcd and s1,.11 tx drool Urc)olrt unless oU.c 1. . ale 1, 5- "de a 4' Ivn(;. A 6,U pia fl' 1m r. slots (hole$ n.n pa n,lel to de Icnrlh sp.eln,a. (lonMc e,r L• on ..ch r shall meet al th< ccnhold n1 the r.cba conc�n<bc sho C.... cknr plan: yI,- n4nw„ yba InscJ on It'c I:nccs sllo,rn ay need to be Inncascd for a L'I , lund- d/or crccllo„ slrq.<, l I,is truss b ,wl , b.rotcd r.1U, Ilre rclanla„l brs led a,d—.0, be shown. For addluo 1 rune on Au.bly Ca,."I rd- to AI'rSI(r rl I-1995 :Au•[IONARY HOLES 1„ � and ercerbn rccor.,ntrndauon:, a.n Ilort<d In actor Jance nttl,-IlandlL,t �(A ttndn�, IIID-91. 7l usac a.c to Iled nlll, panlculnr cn,c d.,,b,U balulln .a,v,6, a.l,.c.yand trr,tnu.u.n Io...,a Tc.nr.om.�. and pcn..ur..•t b..UnR n� L,nncs 4r ..-hal[I,l a..d rI•unb I for r.:rbtb,g la lcral trrrccs ,haU Ix anpny- and cn. Ucd l>r olhr n. CI,and- lyl d vccGcn n6 is J, )� fNolnlal plcraUUutlalr ac11011 (Cr crintry such lcAlporary bracing du,b,g on bdvcca Uusscs It, arold loppUrlg mnlnR. Thesapa.bw,t ar rsccbon of .h.II be -der tic coat," cr pcnons ccd In 1),c laslalla Uon ar Uussts. ual adol stall be soo�ld Q nccded- aUm of a. 1c Uon Loads g. ealu bads'I"U Hal Ir. appllcd lv I nnJ not_ Nn I•r..d< olio lion U,n . rdd after a111asIcnL.l:nn•1 bra cb,g tcd. 2x OF HIP GIRDER n:1IIII QrY:i DLOCKII�IG ,'ADDED -1-0 1-OP CNoI ►D STEP 'I-11P TRUSSES To sl=loRT�N. oSQ NOT TO EXCEED Lq 110 C 10 GE NAILED TO TRUSSES W/ @ -12 ON CEN- S1-AGGLPED PPE-ENG'D TRUS Top WALL OF BUILDING TY ) ill Trill C OIV a57T�p �,g 14VARNING: READ ALL f�fO1ES Ohl 11115 5fIEEr- - �r al-oj]C�� SystemS A COPY OF 71IIS DRAWING TO BE GIVL=I,I To EI?EC CONTRACTOR- IINc s4005 MARONDA WAY BRACING WARNING: 32 1URD, FLJ2771 n,arb1 rsr' Ill 4nII c bandL P dcslen andrnldrirom i 4 'ears ducf b,nl J bn 1nP m `I nlUr L,ac4,g ( 407) ) 321•UU(4 Fax 1 "h1c4La TOMAS hONCl_ P.L. „L In andwr lalcrvl6ncLr Imss n,:n,hcrs Dolt b, rednee Lucklln,Ic� llbuUJn gdtlrncr. nraring t.ICEIJSF •1ddnlonal b,ae4, g a enJy rods utc, C P c rinrllan.<.nu?l be NOUSl1UCA E of ILe seen `Fcc f ho Umu dctv,n4,cd hr tLe bvUdbrg dolc„cr. l nsa e,rEer10ROOrl er-O,r,EnO,r I.]]i5G Ilrrl,s Pble Inilllalc. TI'I, b Ivo'1ru Cl Inge 9l arc he rcrlLLi,ed. ISee III 9`vlTvn- /)r„r„.I..n,..r`- rug..lob! D Irb. 175gur: '(.I,Y CItIC LC hire Mu , IsC TC 1.7end 7-11 a1C .Live Ulu ps[ I;C Dead ll)—pllsf 1�5� Truss ID: I -lip DaI(.: 1O--) , Inn-1:Ic -.Lbr: 12 DUIFac-'I)11: 1.25 O.C. SPOC111g: Design Crileria: TPI ,_ i DESIGN INFORMATION This design Is for an individual budding component and has been based on InformaUon provided by the ellenl. The designer disclaims any mponstbWty for da,nag- as a mull or faulty or Incorrect Wonnation. specifications d/or designs fumbhed to the truss designer by the client and the correctness or accuracy of this Infomhauon as it may relate to a spc- "Bc project and amtpts no responslbWly or exercises no control with regard to fab l-. tion. handling, shipment and Installation of Insses. 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 englneerl. When reviewed for approval by the budding designer, the d-ign loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads. pr )-t specticauom - special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are ConUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a pmperly applied rigid ceWng, they should be braced at a max)mwn spacing of 10`0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In Conformance with the fabricators plans and to r alUe a continuing responsibility for such veri- fication. Any dtsorepancles 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 litth,g wood to wood bearbhg. Con. nector plates shall be located on both faces of the lluss with nails fully Imbedded and shall be sym. about tie John unless otherwise she,,. 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-nirold of the webs unless otherwise show,,. Connector plate sizes are mminurn sizes based or, the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This suss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For iddlUanal Infarnaton on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES All bracing and erection recornri.... datuns arc to be followed In accordance with Installing & Bracing'. HID-91. Trusses are to be handled vlth putleolar care during banding and bundling, delivery and Installation to -cold damage.. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for misUng lateral forces shaft be designed and Insraded by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary .,,oil for trusses requires such temporary bracing during lnstaUaUon between trusses to avoid toppling and dominoing. The superislon of ermtlon of trusses shall be under the control or persons experienced In the installation of trusses. Rofesslonal advice shall be sougtnt If needed. Concentration of construction loads greater than the design Inds shall not be appied to trusses at any lime- No ]wits other than the weight of the erectors shall be applied to busses until alter all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 WndLod Per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Encl L= 58.0 ft W= 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.48" D=-0.51" T=-0.99n MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB = 1.15 WO: CHEK3 WE: This 4-PLY Hip Master designed It carry 11' On jacks (mono truss fratned to BC) and Hip Jacks framed to BC 4-PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft- Repeat nailing as each ply is applied. 1/21, thru-bolts,or WS6 1/4"x 6" wood screw at 2411 D.C. shall be installed on TC&BC in addition to nailing. 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 0.14 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.14 9-10 -16525 0.27 10-11 -13806 0.25 4-PLYS REQUIRL,-D ..BC ... FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23653. 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 TI: A QTY:4 -=-===-=-=====Joint Locations===e:====_=__=__ 1) 0- 0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) is- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 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- 2-3.1 ----------- TOTAL DESIGN LOADS Uniform PLF From PLF----To--- TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0- TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Ho>;iz Uplift Y-Loc Type 0- 4- 0 4660 0 -1621 BOT PIN 39- 8- 0 4660 0 -1621 BOT H-ROLL 4 7 I------+ 8 -.-t, 6 LO Lt G'UO � 4XG 8X10 3X6 6X3 Lox to 6X3 3X6 8X10 4-4-8 O-G-G - _ 4X6 8X14 4X6 8X10 4,X6 3X10 4XG 0-6-6 4-2-6 3X4 SXG 8R14 1-9-I1. 3X4 Face = 0-2-8 3.00 I 5XG 0-8-0I 3.00 Face = 0-2-8 f%-7 08 r1L 24-2-10 t 2 Z1 4660# 8.00" 0 1.9 13 l7 16 15 14 7-2-1L 2 1-0-0 � 13 la`Wi 40 0 0 j 4660# 8.00" 1475N EXCEP'1� li PLA7'1?S AILS 7'1.21 GA TESTGU PER j 1-0-0 A NSI/TPf 1-1995 1475# (I RO_IO_LO) WARNING: READ All NOTES ON THIS SHEET. scale = 0.1595 (Marionda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dlvg: W : HEK CONTRACTOR. Truss ID: A Dsgnr: TLY ICU: Date: 6-26-03 4005 MARONDA WAY BRACING WARNING: BraeIng TC Li�'e 16.0 )Ar DurFac - Lbr. SANFORD. 1-L. 32771 (407) 321-0064 I-ax (407) 321-3913 abown on nisi drawing (s not erectlm, bracing, wind bracing, portal bracing or sbnilar brar.Ing which U a part of the budding design and Much must be consldaed b}' the Lu UUInp, designer. shown Is for lateral •1 C Dead 7.0 stir 1.25 DurFae - Pit: 1.25 TOMAS PONCE P.E. Bracing support of truss members only to reduce buckling length. prmtslons must be made to anaho lateral b-ting at ends and apccWed locatkm, determined BC Live U'U I)sf O.C. Spacing: 24.0" LICENSE #0050008 by the budding designer. Additional blacingofthe overall structure may berequired. (SeeIBB-91ofTPO. B'russ Platt institute. TPI. Is located at 583 D'Onubio BC Dead L0.0 pSr Desi n g Criteria: TPI 1005 VANNESSA nR.VVIEW.FL32766 Drive, Madison. µ'isconsim 537191. -- Code Desc: FLA Design: Afatris Analysis JOB PA%'!!: C:IT£E-l_Ofw'1!l(JAfEDIH TOTAL 33.0 psr V:09.05.02- 25763- 5 HCs: 03.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclflcations and/or designs furnished to the truss designer by the client and the correctness or accumey of this Information as It may relate to a spe- elffc pmJect and accepts no responsibility or exe eises no control with regard to fabrim. it... handling, shipment and installation of trusses. This thus has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engmeed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown ame in agreement with the local building codes, local climatic records for wind or snow loads, pmleet specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Imds. The design assumes comprwion chords (lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tenslon am not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c Connector plates shall be manufactured tram 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otx t- shown. FABRICATION NOTES Prior to fabrication, the fabilmlor shall review this drawing to verify that this drawing is in conformance with the fabrimlor's plans and to realize a continuing responslbIlty for such ved- fiealion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A wide 5x4 plate is 5' we x 4' long. A 6x6 8 plate is ' wide x 8- long. Slots (holes) run parallel to the plate length specifled. Double cuts on web members shall meet at the eentmld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on Ume 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 units s un othwfse show. For oddltonal 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 tit Bmcmf. 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 straight and plumb pos- Ition and for reststing lateral forces shall be designed and Installed by others. Careful hand- ling 1s essential and erection bracing is always required. Normal precautionary action for trusses mequbes 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 We Installation of I sb. Professional advice shall be sought If needed. Concentmilon of construction loads greater than the design loads shah not be applied to I.- at any time. No lauds 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 #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of fmfltiple loads. All COMPRESSION Chords are assumed Eo 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 T 5-0-8 0-6-6 Face = 0-2-8 3.00 I 0-8 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= 125mph, 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 INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -4073 0.52 2- 3 -5333 0.59 3- 4 -5387 0.42 4- 5 -5372 0.57 5- 6 -4072 0.53 ..BC ... FORCE ... CSI 12-11 3664 0.76 11-10 3665 0.64 10- 9 5402 0.83 9- 8 3664 0.65 8- 7 3663 0.76 TI: B 9TY:I __ === = ===:-Joint Locationsa======n==== 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 BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type. 0- 4- 0 1366 55 -988 BOT PIN 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 988# Support 2 1007# 6X8 4X6 8X10 AYR 0000 SX6 T 0-6-6 4-10-6 I I I 3 00 Face = 0-2-8 080 8-3-1.1 22-0-10 8-3-11 I 1 1366# 8.00" 11 10 9 7 11-0 0-0 1366# 8.00" (RO-10-10) Ile, 40-0-0 �e1--0-0- EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 (' RO-10 10) ■ scale = 0.1595 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Afairir AnalytiJ WF►KN1NU: 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 bmetng or shnflar bracing wtdch is a part of the building design and which must be considered by the building designer. Bmcmg shoam is for lateral support of truss members only to reduce buckling length. Pmvtslo11 must be made to anchor lateral bracing nt ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (see HI8-91 of TPI). 1'r-55 Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madlson, Wisconsin 53719). JOB PA77I: CATFe-LOXII10AIFLiN Eng. Job: Dwg: Dsgnr: TLY Cldk: TC Live 16.0 psf TIC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: B Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 03.20.02 DESIGN INFORMATION This design Is for an IndbAdual bullding component and has been based on InforwUon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect tnfomratlon. spec#©Dons 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- cific project and accepts no responsibility or exercises no control wilt regard to fabrica- tion. handling, shipment and Installation of trosses. This truss has been designed as an individual building component In accordance with ANSI/7711 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (roglstered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data showar we in agreement with the local building codes, local clhnatic 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 hop or bottom) are conWhu. ously braced by sheathing unless otherwise spcolfled. Whew bottom chords In tension are not fully braced laterally by a property applied rod c Uing, they should be braced at a mwdmum spacing of 10'-0" o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless othenvtse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verity that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri. fication. Any disc-pancles are to be put in writing before cutting or fabrication. Plates shall not be installed over lumt-Imles. knits or distorted grain. Members shall be cut for tight Ming wood to wood bearing. Can- neclor plates shall be located on both faces of the truss with nails fully Imbedded and shall be .yr.. about Oar joint unless otherwise shown. A 5x4 plate is 5- wide x 4• long. A 6.8 plate 1. 8' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centsold of the webs unless otherwise shown. Connector plate sizes are mLntm- 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 InfommUon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mconmhendatons are In be followed In accordance with'Handling Installing A Bracing", HIB-91. Trusscs are to be handled with particular core during banding and bundling. delivery and tnstallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a slralglit and plumb pm. Itson and for resting lateral forces shall be designed and installed by others. Careful hand- ling is essental and erecuon bracing Is always required. Nonnal precautionary action for trusses requires such temporary bmcing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control exof persons pertenced in the Itutallatlon of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than Ue welght 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 #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= 125niph, n= 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 MAX LIVE LOAD DEFLECTION: L/424 at JOINT #15 L--1.09" D= 0.45" T--0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.53" RMB - 1.15 0 WV: GHEK3 WE: MULTIPLE LOADS -- This design is the composite 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 ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 787# Support 2 757# ..TC... FORCE ... CSI 1- 2 -7832 0.22 2- 3 -9350 0.24 3- 4 -11397 0.10 4- 5 -11398 0.12 5- 6 -14088 0.16 6- 7 -14092 0.16 7- 8 -12168 0.16 8- 9 -8034 0.20 9-10 -6791 0.18 3-PLYS REQUIRED T 4X6 5-0-8 0-6-6 5X6 3X4 Face = 0419 3 001 -2-0 0-8 4 5 8X10 3X6 6X8 2 .-BC ... FORCE ... CSI 20-19 6968 0.53 19-18 7171 0.54 18-17 8829 0.39 17-16 13169 0.57 16-15 13170 0.59 15-14 12462 0.58 14-13 7594 0.39 13-12 6224 0.47 12-11 6040 0.46 1OX10 6X8 ZU 19 F8 17 16 15 14 2657N 8.00" 1-0 0 A 0 S (12) 2X4 SG6/i 40-0T 1394J/ EXCEPT AS SHOWN PLATES ARE TL20 GA TES ED PER ANSI/TPI 1_1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSF #0050068 1005 VANNESSA DROVIEDO.FI-32766 Design: Martz Analysis TI: B 1 8TY:3 =_ _=====Joint Locations======_ = as== 1) 0- 0- 0 8) 31- 4- 0 15) 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- 9 7) 23- 9- 5 14) 23- 9- 5 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TIC 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-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -28 -787 BOT PIN 39- 8- 0 2334 0 -757 BOT H-ROLL 8X10 6.00 3.00 T 0-6-6 4-1.0-6 I j 3AD I Face = 0-2-8 080 5-11 12 ) 2334# 8.00" {I 1 (RO-10-10) scale = 0.1595 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: HEK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B1 CONTRACTOR. Dsgar: TLv Clik: Date: 4-21-03 BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 Bmcing shown on this drawing Is not erection bracing, wind bmcing. portal bracing or similar bmcing which In a part of the building design and which must be by TIC Dead 7.0 psf DurFae - Pit: 1.25 considered the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Pmvsions must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPfi. BC Dead 10.0 psf Design Criteria: TPI g rrmss Plate Iratttute. TPI. Is located at 583 D'Onofrfo Drive. Madison. Wisconsin 537191. Code Dese: TOTAL 33.0 psf V:09.05.0 - 21646- JOB PA711: C:IIEfi-LUKIHUMEUfR 11CS: 08.20.02 DESIGN INFORMATION This design is for an tndNidual building component and has been based on Information provided by the client. The designer disclaims any responsibility for da cages as a result of faulty or Incorrect Information, specNrau"' and/or designs furnished to the tnus designer by the client and the correctness or accuracy of this bdormauon os It may relate to a site. calc project and accepts no resporulblUty, or cx m eises no control with regard to fab,l-- Ibn, handling, shlptnent and Installation of lrntsses. 71rb I-- has been designed as art Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown List be checked to be sure that the data shown arc In agreement with the local building codes, local climatic recitals for wind or snow loads, p"mt specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of I (Y-(' o.c. Connector plates shall be manufacluted front 20 gauge hot dipped galvanized steel meeting ASrat 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 lite fabricator'. plans and to reallze a continuing responsibility for such verl- fichtlon. Any discrepancies nee to be put In wilting before cutting or fabrication. Ptatcs shall not be Installed over knotholes. knots or distorted gam. Members shall be cut for tight fitting wood to wool bearing. Con. nector plates shall be located on both faces of the truss with nails fully bnbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate an 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel tat the plate length specked. Double cuts on web members shall meet at the cudrold of the webs unless otherwise shown. Connector plate sizes are minimum ze sibased on the forces shown and may need to be Increased for eertnln hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant hat eed mu luber unless otherwise shown. For additional Information on Quality Contiol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary, and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be dmlgned and Installed by others. Careful hand- ling Is essential and erection bracing Is ¢Mays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominating. The supervision of erection of trusses shall be under the control of pusots experienced In Lite ustallation of trusses. Pmfcs k"d advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to (ruses at any Lime. No loads other than the weight of the ereclums 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 #2 BOT 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 5-8-8 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- 125niph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C CITY:1 ===Joint Locations= o: ==_====_==== al)= 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 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 6X8 8X10 rxR Face = 048 -3 OV-4 �{ 0-8 5X6 I 3.00 Face = 0-2-8 080 11 9-7-11 11 194-10 9-7-11 11 1366N 8.00" 8 6 1-0 0 1366# 8.00" C(f 40-0-0 1-0-0 A 'S (12) 2X4 (RO-1010-10) EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/Till 1-1995 scale = 0.1595 ■ T 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 Design: Alarm Analysis WFkKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmchig shatwn on this drawing Is not erection bracing, wind bracing, poral bracing or abnilar 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 Ieduce buckling length. Provisions must be made in anchor lateral bracing at ends and specified locaura s determined by Lire building designer. Additional bracing of the merall structure may be required. (See HIB-91 of TPI). rrmss Plate Institute. TPI. is located at 583 D'Onofrto DiNe. Madison. Wisconsin 53719). JOB P,4771: C:ITEE-IAKIHOAIEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: HE Truss ID: C Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 13C Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 I)sf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21647- ; //CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on InfomsUon provided by the client. The designer disclaims any tesponslbibly 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 tns Information as It may relate to a spe- cific project and accepts no responsibility or exercises no central with regard to fabrica- tion, handling. shipment and Installation of trusses. This I— has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of (he building design by a Building Designer (registered architect or professional engtneerd. When reviewed for approval by the building designer. the design loaown dbhgs sh must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow Inds, pmject speetflcaUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Ilop or bottom) are conumi- orsly braced by shealhing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c Connector plates shall be manufactured fmur 20 gauge hot dipped galvanucd steel meeting ASI'ht A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vcrtfy that lib drawing is in conferrnance wNth We fabricatoes plans and to realize a conWnuing responsibility for such veri- fication. Any ddscrepanncles are to be put In willing before cutting or fabrication. Phtes ns shall not be Italled wen 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 nags fully imbedded and shall be sym. about the Joint unless oWerwlse shown. A 5.4 plate b 5- wide x 4- long. A 6.8 pirto is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sI- are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection slressn. This tnss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Contml refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing". IIIB-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 tresses In a straight and plumb pos- Man and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling In essential and erection bracing is always required. Normal precautionary action for trusses requires such tenpurary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erect._ of trusses sha0 be under the control of petsoro experienced In the Wtallation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to in,sses at any time. No loads .txr Wan tine weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 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 i 5-8-8 0-6-6 �T I 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 :mist extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, CSC, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W= 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 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C 1 9TY: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 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 Bar H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 10-0-0 20-0-0 11 10-0-0 1 3 5 0 6X8 8X10 IrYR Face = 0- Lis 3 0V_-0 si 0-8 0 5X6 5-6-6 0-6-6 3 00 Face = 0-2-8 080 9 7-11 19 1_ 0 9-7-11 1 1366f/ 8.00" $ 61366M 8.00" -0 40-0-0 e CCfm�1-0 ) A�I'ES (12) 2X4 (R0-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wind bracing, porW bhacing or similar bracing which is a part of the building design and which must be considered by We building designer. Bracing shown is for lateral support of truss members only to reduce buckling IengUr. Provisions must be made to anchor lateral bracing al ends and specified locations determined by We building designer. Additional bracing of the overall structure may be required. (See 1118-91 of TPI). (Truss Plate Institute. TPI, is located at 593 D'Onof to Drive. Madison. Wisconsin 53719). Eng. Job: Dsvg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 Truss ID: C1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: Design: r11wrir Annlysis JOB PAT/l: C:lTF.F-LOKI11OMFD1R 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 tire c11enL The designer disci Ins any responsibility for damages as a result of faulty or incorrect information. specifications ann d/or designs furnished to the truss dtguer by the client and the correctness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrica- tion• handling. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/'MI 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 most be checked to be sure that the data shown are in agr ent with the local budding codes, local e1LnaOc records for wind or snow loads, project specifications or special applied loads. Unless shown, truss Iris not been designed for storage or occupancy Inds. The design assumes compression chords (tap or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing Is in corlormancc with the fabricator's plans and to mallet o continuing responsibility for such verf- 0catlon. 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 lilting wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nails fully Imbedded and shall be Byrn. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 87 long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with Bre 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 8 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery wad Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight wad plumb pos• ttlon and for resisting lateral forces shall be designed and installed by others. Careful hand• ling b essential and erection bracing is always required. Normal prenuuonary action for I.. rcqutres such temporary bracing during hutallation between trusses to avoid toppling and dotninoing. The supervision of erection of trusses shall be trader the control of persons experienced in the Installation of trusses. Professional advice shall be sought tf needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time, No loads other than the weight of the emclors shad be applied to tosses 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 1 975# Support 2 1009# 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 T 6-4-8 0-6-6 TY� I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft We: 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 TI: D 9TY:2 = __=_ _=====Joint Locations==============_ 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 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL - 11-4-0 174-0 114-0 1 2 4 G 7 6.00 -6 0000 6X8 8X10 6X8 Face = 04% IN-Q -P{ 0-8 =� 6-2-6 0-6-6 5X6 I 3 00 Face = 0-2-8 0-80 10-11-11 16-8-10 10-11-11 1 13 112 , 9 8 1366# 8.00" 1366# 8.00" CdMi1-0-0 40-0-0 1'0-0 ) AYES (12) 2X4 (Rr 0-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I005 VANNeSSA Drt.OVIEDO.F1.327GG Design: Mairft 4ualysis 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 slmdar bracing which is a par of the budding design and which must be considered by Ore budding designer. Bmcing shown is for lateral support of loss members only In reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specdled locations determined by the building designer. Additional bracing of the overall structum may be required. IS" IIIB-91 of 1P0. Rmss Plate Institute, TPI• is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB lA771: C.ITEE-LOKVIOMEDIR Eng. Job: Divg: Dsgnr: TLY Cllk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: D Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 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 mlonnatian provided by the client_ The designer disclaims any responslbWly for damages ns a result of faulty or Incorrect Information. specifications and/or designs fumished to Um 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 raises no control with regard to fabrica- tion, handling, shipment and installntion of troves. This truss has been designed as an individual buildhmg component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer{. When reviewed for approval by the building designer, (lie design loadings shown roust be checked to be sure that the data shown are in agreement with the local building codes. local climaUc records for wind or snow loads. project specNcaLions or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (lop or bottom) we continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension we not fully braced laterally by a properly applied algid celling. they should be braced at a maximum spacing of IO'4r o.c. Connector plates re shall be manufactured from 20 gauge hot dipped galvanized steel mceUng ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that Unis dmw•Ing is in conformance with the fabncalors plans and to realtu a continuing responsibility for such veri- OcnUon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light BtUng woad to wood bearing. Con- nector plates shall be located on both faces of the thus with nalis fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 pule is 5' wide x 4' long. A 6X8 plate is 6' wide x 8' long. Slots (holes) rum parallel to the plate length specified. Double cuts on web members shn8 meet at Une centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the farces shown and may need to be Increased for -rt m 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 we to be followed lot accordance with'llandling InstaWng A Bmcmg'. HIB-91. Trusses are to be handled with particular cue during banding and bundling. delivery and installation to avoid damage. Temporary and pemhanenl bracing for holding trusses in a stmlght and plumb pas- Ition and for resisting lateral forces shall be designed and tr.stalled by others. Careful hand- bng is essential and erectlon bmcmg is always requred. Normal precautionary action for trusses requires such temporary bracing during installaUtin between trusses to avoid toppling and dondnomg. The supervision d erection of trusses shall be hinder the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. ConcentmUon of conslrucllon 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 bmcmg I, 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 1 974# Support 2 1008# 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" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are asBul»ed 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- 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 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 TI: E 9TY:2 =_ ==Joint Locations====__===er ===== 1) 0 0 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 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 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 12-8-0 14-8-0 12-8-0 1 2 4 6 -6 6X8 3X4 6XX 7-0-8 0-6-6 Face = 04%--- 1 U-B 6-10-6 0-6-6 Sx8 3.00 Face = 0-2-8 080 12-3-11 14-0-10 12-3-11 1 13 1 11 10 9 8 1366# 8.00" 1-0-0 1366# 8.00" 40-0-U (R I`(RO-10--0 A S (l2) 2X4 10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 32140064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-327fi6 Derign: ,limit Analyrfa WAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this dmw-Ing Is not erection bracing. wind bmcmg. portal bracing or similar bracing which Is a par of the building design and which must be considered by the building designer. 8mcing shown is Ibr lateral support of truss membera only to reduce buckling length. Provisions must Ix made to anchor lateral bracing at ends and specified locations detenrtined by the building dnigrtcr. Additional bracing of the overall structure may be required. (See HIB-91 of TPB. rrruss Plate hutltule, TPI, is located at 583 D'Onohlo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEF.-LOAIIIOMEDIR Eng. Job: Dwg: Dsgar: TLY Clik: •rC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: E Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: - 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 08.20.02 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 client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, speclfi®Bons and/or designs furnished to the from designer by the client and the correctness or accuracy of this Information u it may -Late to a spc- clfle project and accepts no responslbWty or exemises no control with regard to fabrtm- tlon, handling, shipment and installation of trusses. This truss has been designed as an IndMdual building component In accordance with ANSI/'IW 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadangs shown must be checked to be sure that the data shown are In agreement with the lord building codes, local cgmaUc records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for stomp or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where butlorn chords In tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a madmum spacing of 10'-(' o.c. Connector plates shag 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 shag review this drawing to verify that this drawing is In conformance with the fabrimtoes plans and to tmlixe a mntlnuing rmponslbWly for such verl- 0callon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted groin. Members shag be cut for tight fitting wood to wood beating. Can. nector plates shag be located on Troth faces of the truss with nails fully Imbedded and shag be sym. about lhejobll unless otherwise shown. A 5x4 plate b 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate Length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on Be forces shown and may need to be Increased for certain timid - 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/9P1 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recoa tmendallons are to be followed inaccordance with 'Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and LmLa faliun to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. nion and for resisting lateral form shag be designed and Installed by others. Careful hand- ling Is essenufal and erection bmcbng is always required. Normal precautionary action for trusses regmms such temporary bracing during InSWUa0on between misses to avoid toppling and donrtnamg. The supervision of erection of trusses shag be under the control of pees experienced inns the Itagauon of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any lhne. No loads other Bon the weight of file erectors shall be applied to trusses until after all fastening and bmcmg Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# 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, C6C, 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 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 TI: F 9TY:2 -== __ ==Joint Locations============_ 1) 0= 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- T-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 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BOT H-ROLL- 14-0-0 12-0-0 14-0-0 1 2 4 66.00 6X8 3X4 6X8 7-8-8 0-6-6 Face = 049 12-23000 I- a{ 0-8 Q 5X8 7-6-6 0-6-6 Tr� I 1 3.00 Face = 0-2-8 080 1 13-7-11 114-10 13-7-11 1366# 8.00" 13 1 11 10 9 g 1-0-0 1366# 8.00" 40-0-0 1-00 R A ( S (12) 2X4 RO1010 --10) EXCEPT AS S110WN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. UCENS1 #0050068 1005 VANNESSA UROVIEDO.F1.32766 Design: Marro Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or shullar bmchig which is a part of the budding design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling IengLh. Provisions must be made to anchor lateral bracing at ends and specified locations delerndned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI(. (Truss Plate Institute. TPI. is located at 583 D'Onufrio Drive, Madison, Wisconshr 537191. !OR iA'I'H: CATEE-LOKIHOMWIR Eng. Job: Dwg: Dsgnr: TLY Chk: W E Truss ID: F Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 2 651- i 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 if,. cllent. The designer disclaims any rmponsibWty for datuages as a result of faulty or Incurred Information. specifications and/or deslgns furnished to the thus designer by the cllent and the correctness or accuracy of this ImformaUon c It may relate to a spe- cific project and accepts no resporulbWty or exercises no control with regard In fabrica- tion. handling. shlprnent and Installation of truces. 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 orohltecl or professional engineers. When reviewed for approval by the building designer, the design loadings shown must he checked to be sure Ihol 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 storage or occupancy loads. The design assumes compression chords (top or bottom] are continu- ously braced by sheathing unless otherwise specified. Where bottom chords lot tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-tY o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeWhg AS7M A 653. Grade 40. unless of erwbe shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing ls In conformance with the fabricators plans and to realize a continuing responsibility for such vert- Ikatbn. Any discmpancles are to be put in writing before cutting or fabrication. Plato shall not be Wtalled over knotholes. knots or distorted gram. Members shall be cut for tight Bang wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6X8 plate is 6' wide x 8' long. Slob (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise slim". For additional Idornnalion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and crecuon recommendations are to be followed In accordance with 'Handling Installing R Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and btstallaUon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Man and for resisting lateral form shall be designed and Installed by others. Careful hand- Ung is essential and ermUon bracing is always required. Normal pr Uonnry action for trusses requires such temporary bracing during ImL'ilbilon between misses to avoid toppling and dommomg. The supervision of erection of trusses shall be hinder the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied In cusses at any time. No loads other than the weight of the erectors shall be applied to truss- unit] after all fastening and bmcmg Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 970# Support 2 1008# 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 8-2-8 0-6-6 Face = 0-*T- MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 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 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 -4030 0.48 12-11 3623 0.79 2- 3 -3449 0.40 11-10 3646 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.41 9- 8 3645 0.66 5- 6 -4029 0.50 8- 7 3622 0.79 TI: G 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-Loss Type - 0- 4- 0 1365 105 -970 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL Ilk15-0-0 10-0-0 15-0-0 1 2 5 6 0 0-8-0 12-2 03 0 I-- o1 6X8 6X8 8-0-6 0-6-6 5X6 I 3.00 Face = 0-2-8 080 14-8-8 9-3-0 14-8-8 1 11 10 8 7 1366N 8.00" 1366# 8.0011 cd§41-0-0 1-0-0 'P )PLATES (12) 2X4 40-0-0 (�-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/7-PI 1-1995 scale = 0.1595 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA D0.0VIED0.FL3276G Design: Maldr Andysis W1kKI 1r4tJ: 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 erecllon bracing wind bracing portal bracing or sbnflar bmcmg which Is a part of the building design and which must be considered by the building designer. Bracing shown 1s for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified Itrallons delemhlned by the building designer. Additional bmcmg of the metal] structure may be requbal. (See HIB-91 of ill). fl'russ Plate InsUlule. TPI, Is located at 583 D'Onofdo Wive, Madison. Wisconsin 537191. JOB PATIP C.ITEE-LOKIIIOMEDIR Eng. Job: Dwg: Dsgnr. TLY Clik: 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: G Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 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 designer disclaims any responsibility for damages as a result of faulty or Incorrect bdorormlon. specifications and/or designs fumLshed to the truss dmfgner by the client and the correcUtess or accuracy Of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises to control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archltect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or speca l applied loads. Unless shown. in,- has not been designed for storage or occupancy Inds. The design assumes compression chords Bop or bottom) are conthw- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceBIng, they should be braced al a maxim= spacing of 10'-0' o.e. Connector pates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. wiles otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrimtoes plans and to reall- a continuing responsibility for such vert- Bcation. Any discrepancies arc to be put In witting before cutting or fabrication. Plates shall not be InstnBcd wen lunotinoles. knots or distorted grain. Members shall be cut for light filling wad to wood bearing. Con- nector pates shall be located on troth faces of the truss with ,.it, fully Imbedded and s1a11 be sym. about the Joint unless otherwise shown. A 5x4 pale is 5- wile x 4- long. A 6x8 pate is 6' wide x 8' long. Slots (holes) run parallel to the pate length specified. Double cuts nn web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlmuuh 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 fabrimted 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 'I land ling Installing R Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Tehnporary and permanent bmcmg for holding trusses in a straight and plumb pos- Itfon and for resisting lateral form shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requlr s 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. Prafesslotad advice shall be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any Wne. No loads other than the ec weight of the ertors shall be applied to trusses until after all fastening and b-Ing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6' SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 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 MAX LIVE LOAD DEFLECTION: L/999 La-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 4-3-15 0-6-6 I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -2367 0.50 10- 9 2054 0.55 2- 3 -2302 0.34 9- 8 2033 0.48 3- 4 -2065 0.49 8- 7 2036 0.54 4- 5 -2283 0.34 5- 6 -2348 0.51 TI: H ATY:1 v6__ ==_ ___ ===Joint Locations 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 From 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----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1381 0 -559 BOT PIN 19- 8- 0 1368 0 -559 BOT H-ROLL 7-0-0 11 6-0-0 7-0-0 1 2 5 6 F 6.00 5X10 6X8 T 4-0-6 0-6-6 o 20-0-0 10 q 8 1381# 8.00" 7 " 1368# 8.00 1-1-9 - _ _ e 20-0-0 � 1 1 y (Ri-1AS � t 430N 430H j (R�1-1-1) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PI R ANSI/TPI 1-1995 scale = 0.3010 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Aldrrii Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bmclng or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for aleml support of truss nmrnbers only to reduce buckling length. Provisions most be made to anchor lateral bmr:bng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of TPI. Ifnss Pale Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: CATEE-LOXIIInAIEDIR Eng. Job: Dw'g: Dsgnr: TLY Chk: WO:CHEK3 Truss ID: H Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psr I V:09.05.02- 2165 - S HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION 71f1.s design is for an Individual building component and has been based on Inm foration 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 corimtness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabnca- tlon, handling• shipment and Installation of Irusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or Professional engineer(. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are lit agreement with the local building codes. local climatic records for wind or snow loads. project speclilcatlons or special applied loads. Unlccs shown, bins. has not been designed for storage or occupancy loads. The design asstmtes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon arc not fully braced laterally by a property applied rigid ceWng, they should be braced at a —.1immm spacing of 10'-U- o.c Connector plates shall be manufactured from 20 gauge hot dipped gah-iU d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, Une fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing respomibilty for such vett- ficatlon. Any discrepancies are to be put in wntmg before cutting or fabrication. Plato shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots Iholesl run parallel to the plate length specified. Double cuts on web members shall meet at the oatlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated Imnber unless otherwise shown. For additional In ...an on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handling installing & Bracing, IIIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and InstaBatmn to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essenllal 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 I.— shall be under Use control of persons experienced In the Installation of trusses. Processional advice shall be sought If needed. Concentration of construction loads greater than the design leads shall not be applied to trusses at any time, No loads other than the weight of the erectors shall be applied to lrussq untilafter ail fastening and bmebig 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 1 547# 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 MULTIPLE LOADS -- This design is the coag2osite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 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 .TC... FORCE ... CSI 1- 2 -973 0.27 2- 3 -791 0.23 3- 4 -667 0.16 4- 5 -787 0.24 5- 6 -972 0.30 ..BC ... FORCE ... CSI 10- 9 826 0.40 9- 8 665 0.25 8- 7 825 0.40 TI: I QTY:1 =____ =_ ===Joint Locations======_====_=== 1) 600- 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-Loc Vert Horiz Uplift Y-Loc Type , 0- 4- 0 711 31 -547 BOT PIN 19- 8- 0 659 0 -496 BOT H-ROLL 9-0-0 1 -0-0 -0-0 1 2 5 4X8 4X6 110 I — 712# 8.00" 11-1-9-9 l (R1-1-7) I re 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNfSSA DR0VIEDO.FL32766 Design: Matrix Analysis WAKIVII IU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pr"visions must be made to anchor lateral bracing at ends and sp-tfl,.d locations determined by the building designer. Additional bracing of the mera8 slruclme may in required. (See flip-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEK-LOKIHOMF.UIR Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live MO psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 5-0-6 0-6-6 5X6 660# 8.00" scale = 0.3171 Truss ID: I Dafe: 4-21-03 DurFac - Lbr. 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: TICS: 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 designer diselahns any responsibility for damages as a result of faulty or Incorrect Informatkm, 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- ctflc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. 'shipment and urstallauon of trusses. This mass has been designed as an Individual building component In accordance with ANSI/7PI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Doigncr (registered architect or professional enghiced. 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 ckrrhallc records for wind or snow loads. project specl(imUons 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 t rdess otherwise specified. Wlere bottom chords in tension are not fully braced laterally by a property applied rigid cetlhrg. they should be braced at a maximum spacing of 10'-(- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting A57M A 653, Cmde 40. unless otherwise shown. FABRICATION NOTES Prior rev to fabrication, the fabricator shall iew this drawing to verify that this drawing Is In conformance with the fabrwtor's plaru and to maUze a continuing respurtslbWty for such veri- fication. Any discrepancies ate to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Member shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of it,. truss with naft fully Imbedded and shall be sym. about tie joint unless otherwise shown. A 5.4 plate Is 5- wide x 4' long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) run parallel to the plate lengUt specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slz- are minbnum sizes based on the forces shown and may need to be inerwsed for certain hand- ling and/or erection sUessn. This truss Is not to be fabricated with flte retardant treated lumber unless otherwise shown. For additional "tfomtauon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reconoendaUons are to be followed in accordance with 'Handling Installing & Bmcing. HIB-91. Trusses are to be handled with particular care during bandhhg and bundling, delivery and installation to avoid damage. Temporary and permanent bmcing for holding muses in a suaigln and pliant, pm - Won and for resisting lateral forces shall be designed and Installed by otters. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses mquhes such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of a Uon of trusses shall be under the control of persons experlenced in the Installauan of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than tine weight of We erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 532# Support 2 566# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-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 MULTIPLE LOADS -- This design is the composite result of nuiltiple 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, Xzt= 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 Inpact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -963 0.26 8- 7 816 0.40 2- 3 -753 0.22 7- 6 816 0.40 3- 4 -753 0.22 4- 5 -963 0.29 TI: J ATY:3 =__ ____=_ === Joint Locations=======er===e:=_ 1) 0-0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0-•0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 60 -532 BOT PIN 19- 8- 0 711 0 -566 BOT H-ROLL 10-0-0 11 10-0-0 11 1 2 1 4 5 Q 4X6 I I 20-0-0 1 Ilk 8 7 6 712# 8.00" 1-1-11 0� 712f! 8.00" (RI-1-7) I �e 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fix (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VA14NESSA DKOVIEDOXI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thin drawing 13 not erection bracing, wind bmuing, portal bracing art dinfl bracing which Is a part of Elie building design and which must be considered Iry the building designer. Bmebhg shown is for Literal support of truss members only to reduce buckling length Provisions must be made to nnr.hor lateral bmcing at ends mid specified lucations determined by fire building desWier. Additional bmeing of the overall structure may be required. (See NIB-91 of TPIl. (Truss Plate Institute, TPI- Is located at 583 D'Onofro Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 0-6-6 i I I scale = 0.3010 Truss ID: J Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afatdr Analysis JOB PA771: C:ITF-F_-LOKIHOMFDIR 11CS: 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 provided by the client. The designer disclaims any -sponslbWty, for damages as a result of faulty or tnco mct Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Idormation as It may relate to a spe- cdle project wild accepts no respotulbWty, or exercises no control with regard to fabrica- tion, lsndling, shipment and Installaton of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Inctu Formed as part of the building design by it Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow 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 cmu nu. ousy braced by sheathing unless otherwise specified. Whem bottom chords In tension are not fully braced laterally by a properly applied rtod ceiling. they should be braced at a maxtrinint spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvi nlud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prtor to fabrlmuon, the fabncator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallze n continuing responsibility for such ved- flcatIon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be Byrn. about thejolnt unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holesl run parallel to the plate length specified. Double cus on web members shall meet at to centhvld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or crecUon 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/Tt'I 1.1995 PRECAUTIONARY NOTES All bracing and emi:ffo i mcommendaumis are to be followed In accordance with -Handling Installing A Bracing-. 1-1I8-91. Trusses are to be handled with particular care during banding and bundling, delivery and mstanatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and hstaUed by others. Careful hand- Ung is essenUal and erection bracing Is always required. Normal precautionary action for I-- 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 exii-fenced N the Installation of trusses. Professional advice shall be sought If needed. Concentration of eormlructon loads greater than the design loads shall not be applied to misses at any tine. No loads .tier than the weight of the erectors shall be applied to u trsses until alter 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 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-9-15 0-6-6 1 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, CSiC, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 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 0.26 8- 7 801 0.46 2- 3 -737 0.22 7- 6 749 0.45 3- 4 -740 0.27 4- 5 61 0.20 TI: J 1 9TYA ___==__=_=er==Joint Locations=====_=====____ 1) 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 ----MAX. REACTIONS PER BEARING LOCATION----- X-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 0 4X6 6X8 700# 8.00" 1-1-9 (111-1-7)� �e 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 14995 rMaronda 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 WAKIVIIVV: 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 shudar bmemg 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 b-rung length. provisions must be made to aruhur literal bractg at ends and specified locations determined by the building designer. Addltlonal bracing of the overall structure may be r"iflmd. (See HIB-91 n(7F11. (Truss Plate Institute, TPI, Is located at 583 D'Onoltio Drive. Madison, Wisconsin 53719). Q Eng. Job: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 5-6-6 0-9-10 3X4 M 636N 3.50" scale = 0.3254 Truss ID: J 1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afmrir Analpsis JOB PATH: CI EE-LOXIHOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: J3 ATY:1 DESIGN INFORMATION Tills design Is for an Individual butlding component and has been based on Information provided by lire client. The designer disclam" any responslbnity for damages as a result of faulty or Incorrect inforrnation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of tilts information as It may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabitm- Him. handling, shipment and Installation or trusses. Thls truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer{. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local cl m tic records for wind or snow loads, project speeficriUoru - special applied loads. Unless shown, truss has not been designed for storage - occupancy loads. The design —.a- compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon are not fully braced laterally by a property applied rigid ceWng, 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 raeeWtg A.SfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrImtor shall review this drawing to verify that this drawing is In confannance with the fabricators plans and to realize a continuing responsibility for such veri- flaturni. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knothole. knots or distorted grain. Members shall be cut for light fitting wood to wood tearing. Con- nector plat- shall be located on both !sties of the truss with nails fully inbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' Inng. A 6x8 plate Is 6' wide x 8' long. Slots (holes) i un parallel to the phale length spmlfied. Double cuts on web members shall meet at the centrold of Lite webs unless otherwise shown. Connector plate sizes are mintmum sizes based on the fort- shown and may need to be Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant heated lumber urdess otherwise shown. For additional Information on Quality Control refer to ANSI/'n'I 1-1995 PRECAUTIONARY NOTES All bracing and erccUon recornmmndations are to be followed In accordance with 'I landfing InstnWng R Bracing. 1118-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding truss- In it straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hi -d- ing is essential and erection bracing Is always mquimd. Normal precautionary action for truss- requires such temporary bracing during Installation between trusses to avoid toppling mid d—Anoing. The superwlon of erection of trusses shall be under the control of person.; experienced In the Wtallation of trusses. professional advice shall be sought If needed. Concentration of constructlon (cads greater than the design loads shall not be applied Ica trusses at any time. No bads other than tilt weight of the crcctom shall be applied to trusses untilafter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BL.R: 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-G-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. WndLod per ASCE 7-98, C&C, V= 125niph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W= 19.5 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -1753 0.33 9- 8 1553 0.34 2- 3 -1578 0.30 8- 7 1454 0.37 3- 4 -1383 0.31 7- 6 113 0.13 4- 5 -1383 0.30 =_=====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-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROLL 0- 4- 0 701 168 -515 BOT PIN 74-0 11 12-5-0 1 2 4 5 11 6.00 4X8 2X4 3X6 6XR 3.00 I 08 0-3-8 6-11-12 11-9-12 9 702# 8.00" 7 645N 1.50" 1 1- 9-9 �f l 19-5-8 003 8� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3209 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: EK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. BRACING WARNING: Dsgar: TLY I Chk: Date: 4-21-03 4005 MARON DA WAY TC Live 16.0 psr DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which Is n part of Lite building design and which must be considered by the building deslgner. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown isp for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See Ii1B-9l of TPIL BC Dead 10.0 Psf Design Criteria: TPI LICENSE #0050068 frnuss plate Institute. TT'I. Is located at 583 D'Onofrio Dd c. Madison, Wisconsin 53719). Code Dese: 1005 VANNESSA DROVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 21658- 1 ..n... ...-.•. ,•..w-•, wo rnru: r,rtrcc-wntnvmrrirrr 11CS: 08.20.02 DESIGN INFORMATION This design Is fnr an individual building component and has been based on Information provided by the eb.nL The designer disclaims any rnporulbWly 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- clfic project and accepts no responslblUty or uerelses no control with regard to fabrica- tion, handling, shipment and installation of trusses. 71dls truss has been designed as an Individual building component it accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Dclgner (registered archtlect or professional eng]neerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or now I-ds. project speclfcatioo or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (lop or bottoml are mnUnu- ausly braced by sheathing unless oLhemis. specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be bmeed at a maximum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 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 conformance with the fabricator's plans and to realize a continuing responsibility for such veri- AmUnn. Any dicrepaneles are to be put in writing before cutting or fabrication. Plat- shag not be totalled over knotholes, knots or distorted grain. Members shall be cut for tight fining wood to wood bearing. Can- nector pit- shall be looted on both faces of the truss with nails fully imbedded and shall be s}mh. about tiejoint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is rf wide x 6' long. Slots (holes) run pnmllel to the plate length specified. Double cuts on web menders shag meet at the centroid of the webs unless otherwise shown. Connector pL le sizes are minimum sizes m based on the forshown and may need to be Increased for certain hand- ling and/or erection stresses. This truss i not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quahty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconmendatlons are to be fogowed I.accorlance with "Handling Insbdling 8 Bracing", IIIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and iutallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- fiton and for resititg lateral forces shag be designed and Installed by others. Careful hand- ling Is essential and erecuon bmcmg Is always requied. Normal precautionary action for trusses require such temporary bracing during Insta11a00n between trusses to avoid lopping and dornmoing. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses al any lime. No I-ds other It,.,, the weight of the erectors shall be applied to tresses until after all fastening and bracing is mmpleled. 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 LOAD DEFLECTION: T= 0.03" RMB = 1.15 7-5-I5 0-6-6 90 WO: CHEK3 WE: [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. 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= 20.7 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 0.12 13-12 7 0.17 2- 3 296 0.30 12-11 4 0.09 3- 4 1196 0.44 11-10 -323 0.11 4- 5 511 0.29 10- 9 -430 0.17 5- 6 235 0.15 9- 8 -174 0.10 8- 7 -170 0.10 TI: K 9TY:3 =______=_=====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-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 173 -64 BOT PIN 11- 6- 4 1282 0 -1076 BOT H-ROLL 134-0 74-0 1 2 3 5 6 F6 00 3A-8 -� 10.80 I 4X6 6.00 0-6-6 T 3-0-0 1 4-2-0 8-0-0 il 34-0 11 94-0 13 12 11 10 9 8 7 185# 8.00" 1283# 3.50" CANT: 9-0-0 1 1-9 20-8-0 1-1-9 COSM.F.4 lft�ATES ) 2X4 �1(1114-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2803 VVIkKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: CONTRACTOR. Dsgrir: TLY Clfk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bmcing shown on this drawing is not eection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bmang TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be 11C Live 0.0 pSf TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectfled locations determined by use building designer. Addltionaf bmcmg of the overall structure may be required. (See NIB-91 of TPI). BC Dead 10.0 psr LICENSE #0050068 (Truss 'Late Institute, 171. Is located at 593 D'Ono(rio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDU.FI-32766 TOTAL 33.0 Dsf Truss ID: K Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afmrit Andfysh JOB PATH: CATEE-LORIHOMEDIR HCS: 03.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a reuit 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- Mftc project and accepts no responsibility or exercise no control with regard to fabrtca. Lion. handling, shipment and Installation of trusses. This truss has been designed ss 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 engtneerl. When mvlew-ed for approval by the building designer. the deign loadings shown must be checked to be sure that the data shown arc In agreement with the local building code. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (lop or bottom) ate contrru- ously braced by sheathing unless otherwise specified. where bottom chords In tension ore not fully braml laterally by a limp" applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plales shall be manufactured from 20 gauge hot dipped gal anlzed steel meeting ASIM1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review thin drawing to verify that this dratvhhg 1, 1. conformance with the fabricator's plans and to rcallze a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plate shall not be installed over knothole. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector PLarte shall be located on both faces of the thus with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 pile Is 5" wide x 4' long. A 6x8 plate is 6" wife x 8" long. Slots (hole) run parallel to the plate length spectned. Double cuts on web members shnll meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mbnhnum sizes based on the force shown and may nerd to be Increased for certain hand- ling and/or erection stresses. This thus 1s not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information n on Quality Cotrol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and crection recommendations are to be followed in accordancc with 'I landWhg Installing & Bracing', HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and insm4baUon to avoid damage. Temporary and permanent bracing for holding muse in a straight and plumb pcs- IUon and for roiling lateral form shall be designed and Installed by others. Careful hand- Iing is essential and c-Uun bracing i always required. Normal precautlonary action for trusses require such temporary bracing during Installation between trusses to avoid toppling and dornlnotng. The supervision of erection of trusses shall be under the control of persons up -fenced In the Irutalla ton of trusses. Pmfcsitonal advice shall be sought If needed. Concentration of comtrucllon loads greater than tie design foods shall not be applied to trusses at any time. No Inds other than the weight of the creators shall be applied to (nose 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 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 = 1.15 6-5-15 0-6-6 t M WO: CHEK3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any Submittal, inspection, and/or fabrication doctmtentation. MULTIPLE LOADS -- This design is the ccoposite result of Multiple loads. WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 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 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 6.00 ".BC...FORCE ... CSI 11-10 -18 0.18 10- 9 -350 0.14 9- 8 -256 0.15 8- 7 -260 0.19 4X6 3-4-8 10.80 I rl I11 186# 8.00" 10 1-1-9 COSI�IATE (4) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Almrir Analysis 1282# 3.50" 20-8-0 1-1995 YYAKNINIU: 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 furl 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 late-] bracing at ends and specified local ins determined by the building designer. Additional bracing of the weru8 structure may be required. ISce 1110.91 of Tpq. (Truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). TOTAL TI: K1 9TY:1 = ===Joint Locations============___ 1) Oa 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) 15- 4- 0 ----MAX. 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 0 4X8 Eng. Job: Dwg: Dsgur: TLY TC Live TIC Dead BC Live BC Dead 10.0 psf 33.0 asf Chk: 16.0 psf 7.0 psf 0.0 psf 0-6-6 1 T 3-0-0 -L T 3-2-6 -1 I( CANT: 9-0-0 I scale = 0.2922 Truss ID: K1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: JOB PATH: C.•I7Eti-LORI110MEDJR HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer dlsc4�tms any r"ponslbWty for daring- as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss dmlgner by the client and the mredness or accuracy of this Information as It may relate to a ape- ciBc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and lnstallatIon of trusses. This truss has been designed as an Individual building cornponent In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by n Building D"Iger (registered architect or pmfesslomd engfneeri. 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 eWnatle records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid edlhi& they should be braced at a rumilmum spacing of 10'-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify thit this drawing is in conformance with the fabricators plans and to realize a continuing responslbWty for such verf- f1muon. Any dlscreparcles are to be put In wnu ng before cutting or fabrication. Plat" shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for llglit fitting wood to wood bearing. Con- nector plats shall be located on both faces of the truss with nails fully Imbedded and shall he sym. about the Joint unless otherwise shown. A 5.4 plate Is 5- wide x 4' long. A 6x8 plate V 6" wade x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrofd of the webs unless otherwise shown. Comhector plate sizes are mininron sizes based on the forces shown and may need to be increased for certain hand- ting and/or erection stresses. 77hds truss is not to be fabricated with fire retardant treated lumber unless otherntse show». For additional Information on Auahty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and L-LdlaUon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- itlon and for I -(sling lateral force shall be designed and Installed by other. Careful hand- Iing is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during tristallation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of comuucUon lo ads greater than the design loads shall not be applied to trusses at any tme. No loads other than the weight of the erectors shall be applied to trusses until aft 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 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. 125mph, 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 L=-0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 5-5-15 0-6-6 1 6.00 WO: CHEK3 WE: 11: 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 3 356# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -806 0.23 13-12 683 0.15 2- 3 -609 0.22 12-11 476 0.21 3- 4 -51 0.44 11-10 -29 0.16 4- 5 -51 0.44 10- 9 -2205 0.27 5- 6 -795 0.22 9- 8 703 0.33 8- 7 693 0.29 TI: K2 9TY:1 ___ ==_ __ == ====Joint 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 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 615 82 -640 BOT PIN 12-10- 0 2435 0 -856 BOT H-ROLL 20- 6- 4 I 546 0 -356 BOT H-ROLL 1 120# 5X6 2X4 4XR "13 12 616# 8.00" 11-1 9-9 20-8-0 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 1005 VANNESSA DROVIEDO.FL32760 Design: Mathis Analysis 0 T0-6-6 1 2-2-6 T 3-0-0 1 M 2435# 4.00" 546# 3.50" a4O,22-10-0 79# (R1-1-7) Over 3 Supports scale = 0.2922 VVAMINU: 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 sinnlly bracing which Is a part of the building design and which must be considered by the building designer. Bmrbhg 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 delenni ed by the building designer. Additional bracing of the overall structure may be ¢gWrcd. [Sc,, IIIB-91 of TPIJ. frruss Plate Institute. TPI. Is located at 583 D'Onnfrto Drive. Madison, Wisconsin 53719). JOB PATH: CA7'EE-L0XIII0AfEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf RC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: K2 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: TICS: 09.20.02 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 designer disclaims any responsibility for damages as a result of faulty or incorrect Information• speciBmllons 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- cl0c project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling- shipment and Installation of lnasse. This mass has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes• local climatic records for wind or snow loads, Project specNntion. or special applied loads. Unless shown. I-" has not been designed for storage or occupancy loads. The design assumes compression chords Ilop or bottom) are conlinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid eeWng, they should be braced at a maximum spacing of 10'.0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gafvanlzed steel meeting ASfM A 653. Grade 40. wdess otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to vwtfy that tint, drawing 0 in conif—ance whin 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. Plate, shall not be installed over knotholes. knots or distorted gain. Member shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both face of the truss with nails fully Imbedded and shall be sym. about tie Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.,8 plate is G wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sins are minimum slurs based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Infornallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmctng and erection recommendations are to be (ollwal in accordance with "Handling Installing A Bmcing'. HIB.91. Tntsses 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 stralglil and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusse requires such temporary bracing during instatlatlon between trusses to avoid toppling and dominoing. The nupe-b Ion of erecton of trusses shall be under the control of persons experienced In the iutallat!" of trusses. Professional advice shall be sought If needed. Commnlmtion of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other thair the welghl of the erectors shall to applied to tru cs until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT 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 MULTIPLE WADS -- This design is the ccuposite result of Eultiple 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= 125niph, H- 15.0 ft, Ie, 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 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 0.30 7- 0 -747 0.16 2- 3 -766 0.32 0- 6 -962 0.21 3- 4 0 0.29 6- 5 -587 0.27 TI: K3 6QTY:1 =_ _===== ==Joint 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 ----MAX. 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 CONNECTION PER SCHEDULE r Support 1 206# 74-0 1, 5-8-0 1 2 4 0 4X8 3.. 1 L 3.00 — 2X4 .)A4 4-2-6 0-8-0 040 6-0-0 6-0-0 7 1 487# 8.00" 5423# 4.00" 1"(R1-1-7) I© 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) 321.0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 10015 VANNFSSA DR.OVIEDO.FL32766 Design: Afarrir Analysis scale = 0.4674 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 C": E Truss ID: K3 Date: 4-21-03 TC Live 16.0 lisr DurFae - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or slm0ar bmcing which is a part of tire building design and which most be considered by the building designer. Bracing TIC Dead 7.0 Psr DurFae - Pit: 1.25 sn howis for lateral support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 Psi O.C.Spacing: 24.Orr p g: made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requbed. (See HIB-91 of TPI). B(` Dead 10.0 PSr Design Criteria: TPI rrruss Plate Institute. TPI. Is located at 583 D'Onufrlo Drive, Madison. Wisconsin 53719). Code Dese: TOTAL 33.0 psr V:09.05.02- 21663- 1 JOB PA771: C:17EE-LOXI110AIEDIR HCS: 08-20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This deslgn is for an individual building component and has been based on Information Provided by the client. The designer dtsclauns any responsibility for damages as a result of faulty or Incorrect Information, speclflmUons 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- cUlc project and accepts no responsibility or exereso no control with regard to rabrlca- tlon. handling, shipment and Installation of masses. 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 to budding design by a Building Designer (registered amhltecl or pmfesslonal engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for stomge or occupancy loads. The design assumes compression chords Ilop or bottom) are continu- ously braced by sheathing unless otherwise speclfled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a max[.um spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwtse shown. FABRICATION NOTES prior to fabrication, the fabricator shall review this drawling to verify that this drawing Is In confonrru" a with the fabrimloi s plans and to realize n continuing responsibility for such vert- ficallon. Any discrepancies are to be put In writing before cutting or fabrication. Plato shad not be mot staUed over knholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully [.bedded and shall be sy m. about the joint unless othenvUe shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long. Slots Iholesl rvo parallel to the plate length specified. Double cuts on web members shall meet at Ue cenlrold of the wehs unless otherwise shown. Connector plate at= are minimum sizes based on to forces shown and may need to be Increased for certain hand- ling and/or erection tams— This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and emcllon recommendations are to be followed In accordance with "Handling InstaWng A Bracing". HIB-91. Trusses am to be handled with particular care during banding and bundling. delivery and Istallation to avoid damage. Temporary and pennat ent bmcbng for holding trusses lot a straight and plumb post - Won and for resisting lateral forces shall be designed and InsWled by others. Careful hand - [big is essential and erecton bracbmg is allays required. Normal precautionary action for trusses requires such temporary bmcing during Installation between trusses to avold toppling and dominoing. The supervision of erection of trusses shall be under the control of persons eaperlenced In the Installation of trusses. professional advice shall be sought d needed. Concenlmtion of construction loads greater than the design Inds shall not be applied to trosao at any time. No loads other than the weight of the erectors shall be applied to trussn until after all fastening unit bracing B completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise 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 LOAD DEFLECTION: T= 0.05" RMB = 1.15 0-6-6 4 ii 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of idlultiple loads. WndLod per ASCE 7-98, C&C, V_ 125anph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 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 Ixnpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 923 0.58 6- 5 789 0.16 2- 3 964 0.59 5- 4 789 0.16 TI: K5 9TY: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-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 491 36 -550 BUT PIN 13- 0- 0 492 0 -589 BOT H-ROLL, PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 550# Support 2 589# 6-8-0 6-8-0 1 3 4X6 1"- 3-10-0 & in 3-10-0 Is 3.00 1I 3.00 0-6-6 i W 3-10-6 U-8 080 1 y 6-0-0 11 6-0-0 6 I 4 1-1-9 492# 8.00" 492# 8.00" 134-0 1-1-9 GABLES Ali (1G) 2X4 (RI-1-7) EXCEI'f AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.4296 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. L1CFNSF #0050068 1005 VANNi S A DR.OVIEDO.FL32766 Design: Marrit Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwbng N not erection bmctng, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bncing shown is for lateral support of truss member only to reduce buckling length. Prmtslons must be trade to anchor lateral bracing at ends and specdled locations determined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI). rrross Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: CATEE-LOKWOMEDIR Job: Dsvg: Dsgitr: TLY Cllk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: K5 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dbclwos any responsibility for damages as a result of faulty or hrrnrect information. speelflcatiom and/or designs furnished to the leas designer by the client and the correctness or accuracy of this lnfonmation as It may relate to a spe- cific project and accepts no responsibility or u rci es no control with regard to fib l-- tlon. handling. shipment and Installation of trusses. This truss has been designed as an tndMdual building component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be incorporated as part of the building design by a Budding Deslgrer (registered architect or professlonal engineer). When reviewed for approval by tine building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow leads. Project spcclflotians or special applied loads. Urdess shown, truss has not teen designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are conthm- usly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in confornonce with the fabricator's plans and to realize a continuing rnponslbWly for such ven- ncatlon. Any discrepancies are to be put In writing belore cutting or fabri©Don. Plates shall not be installed Over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearbng. Con. nector plates s1.11 be located on both faces of the trust; with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Cormector plate sizes are utlr lmum sizes based on the frnc-shown and :way wee! L-I.:..rez?•:: for.:-eru;n h"n?- ling and/or erection stresses This truss is not to be fabricated will. fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/lTi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Instalbrig A Brachhg'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itlon and for resisting lateral forte shall be designed and Installed by others. Careful hand- ling b essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmcing during Installation between trusses to avoid toppling and dominafng. The supervision of erection of Irusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shah not be applied to trusses at any time. No leads otter than the weight of lie 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: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSiC, V= 125niph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W. 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Iulpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 L--0.24" D= 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 4-5-10 0-61y-1 -Y rd- 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 B" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 262# TC...FORCE ... CSI BC...FORCE ... CSI 1- 2 1624 0.90 6- 5 -1780 0.31 2- 3 1694 1.00 4 -203 0.30 35# 87# TI: L 9TY:2 =_-- -========Joint Locations=======________ 1) 0- 0- 0 3) 12- 6-10 5) 6- 3-.5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 13- 2-10 BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 ----MAX. REACTIONS PER BEARING LOCATION ----- X C Vert Hor* Upllift Y-Loc Type 10L I3 36546 6 262 ` �D6 BOT PIN 0-661-6 1 T 1-742 I 2-6-5 1.68 I 0-9-9 0-74 1 11-9-1 6 5 4 367# 9.56" 1-10-9 1 547# 2.50" I2-6-10 0� 8-0 (R1-10-7) 21# 54# 64# 40 (RO--8-5) 0.4437 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19 5 scale = 8-5) ■ Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOYL-3276B Design: Miarir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracirig shown on this dmwtng is not erection bracing, wind bmcing. portal bractng or shnilar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overall structure may he required. (See HIB-91 of TP11. DYuss Plate Institute. TPI. fs located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA771: C:ITEE-LOKWOMEDIR Eng. Job: Dwg: Dsgnr: TLY CU: 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: L Date: 4-22-03 DurFac - lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 09.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the c8ent The designer di-latms any responsibility for damages as a result of faulty or incorrect bdormatlon, specificationsand/or designs furnished to the truss designer by the client and the correctness or accuracy If this InfomnnUon as It may relate to a spe- clfle project and accepts no responslbibly or exercises no control with regard to fabrica- tion• handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design Iondtngs shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied bads. Unle ss shown• truss has not been designed for storage or occupancy loads. The design assumes compression chants (rap or Iwlloml are continu• ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced btera➢y by n properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plat. s shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize n continuing responslbWly for such ved- flcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plat" shall not be Installed over knotholes. knots or distorted grain. Member shall be cut for tight Ming wood to wood bearing. Con- nector plat" shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length speclfled. Double cuts on web membem shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are mintmum sizes based on the fortes shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Ilre retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed inaccordance with 'Handling Instating A Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Instillation to avoid damage. Temporary and permanent bracing for holding trusses In a stralght and plumb pm- 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 "cuun for trusses requia such temporary bracing during Installation between trusses to avoid toppling and danlnoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the d"Ign loads shall not be applied to I-- at any time. No loads other than the weight of the erectors shall be spphed to truss" until after all Pitt —lug and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L1 QTY:2 TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 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 111 4" span framed to BC one face 01 9" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 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 REQLIRED 3-0-0 8X10 = _===========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 Type 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 PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. AYR sX6 5X6 866# 3.50" ill 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE55A DROVIEDOXI-32766 Design: Afdtrir Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for laleml support of truss nnetnbers only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends cued specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). (Truss plate Institute, TPI. Is located at 583 D'Onof to Dri". Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR 3-0-0 I 4 866# 3.50" scale = 0.7000 Eng. Job: H Dwg: Truss ID: Ll Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V*09 0 02- 21714- 5 TICS: 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 dsdahns any responsibility for damages as a result of faulty or incorrect Inform a Uon, specN-Wris 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 uerclsea no control with regard to fabrica- tion, handling• shipment and hslallatIon of trusses. This truss has been designed - on Individual building component In accordance with ANSI/'rPl 1-1995 and NOS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes• local cWnatic 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 conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rWd ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- ti©son. Any discrepancies are to be put In writing before eutung or fabrication. Plata shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to woad bearing. Con- nector plates shall be lasted on both faces of the truss with nails fully imbedded and shall be sym. about the joint undess otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6, wide x 8' long. Slos (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs w•i a unless othershown. Connector plate sizes are minimum sizes based on the fortes shown and may need tot Increased for certain hand- ling and/or erection stresses. This truss is not to be fabrtcoted with fire retardant treated lumber unless otherwise shoe. For addn moal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing. HIB-91. Trusses am to be handled with particular core during banding and bundling, delivery and Imlallatlon to avoid damage. Temporary and permanent bracing for holding trusses 1n a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Nominal precautionary, ^etion 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 expene iced in the Install lion of trusses. Professlormal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads oiler than the weight of the crcctnn shall be applied to trusses until after all fastening and bmcing Is completed. L2 TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to =_=========:s =Joint Locations=====_===__�___ WEBS: either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 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 BEAR. BLK: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS - Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". Uniform PLF From PLF To All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -46 BC Vert L+D -1-10- 9 -46 13- 2-10 continuously braced unless noted otherwise. composite result of multiple loads. -10 Concentrated 0- 0- LEIS 0 -10 12- 6-10 Location WndLod per ASCE 7-98, C&C, V= 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 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 -48 -70 3- 9- 1 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 SCHEDULE BC Vert L+D -6 1- 4- 4 MAX LIVE LOAD DEFLECTION: L/577 Support 1 263# BC Vert L+D -19 3- 9- 1 at JOINT # 5 L=-0.25" D= 0.00" T--0.25" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -44 6- 1-15 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -60 -76 8- 6-12 10-11-10 T. 0.06" 11 MAXHORIZONTAL LIVE LOAD DEFIECTI�J31� T= 0.06" 1 2- 3 -2 06 0.92 5- 167 0.47 1 48# 70N + ----MAX- REACT NS PER BEARING LOCATION----- 9 L'oc Verl fl z Uplift Y-Loc' Type Y3 0-10 71 0 -591 TOP H-ROLL RMB = 1.00 13-1-14 0- 4-13 678 263 -609 BPT PIN 1 2 3 �— 4-5-10 0-6-1 an- 0-1-0 T 1-7-7 I 1.68 j �{I 1-0-074 2-6-10 1 11-6-10 6 5 4 678/! 9.56" 1-10-9 719# 2.50" 1 6-10 � (RO (R1-10-7) 6N 19t1 44k 6p// 76y (RO-8-5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI". 1-1995 scale = 0.4437 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE- #0050068 1005 VANNFSSA DROVIEDO.FL32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shun on this drawing is not erection bracing, wind bracing, portal bmchig or similar bracing which 1s a part of the building design and which must be considered by the building designer. Bracbng shown is for lateral support of truss members only to reduce buckling length. Piovislons must be made to anchor lateral bracing at ends and speefled Iv atlons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of MI. (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asp Truss ID: L2 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA Design: Afdrrit Analysis JOB PATH: QI7EE-LOKIHOMEDIB TICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L3 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x12 SP #2 MULTIPLE LOADS -- This design is the = _= ___======Joint Locations=====__=====n=a This design is for an tndlvidual building BOT CHORDS: 2x8 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 mmponent and has been based on information by the The designer disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 provided cdenL any responsibility for damages as a result of 2x4 SP #2 2 continuously nuousy braced unless noted otherwise. faulty orincorectinformation. specmcations 2-PLY TRUSSI fasten w/3"X 0.120" nails in This 2-PLY truss designed to carry ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer staggered pattern per nailing schedule: 19, 4" span framed to BC one face Uniform PLF From PLF To by the client and the correcbness or accuracy TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 0' 0" span framed to TC opposite face BC Vert L+D -314 0- 0- 0 -314 8-10- 8 of this tnformauonasnmay relate toaspe- c proiject acceptsnoornpoofbrica-ility Distribute loads equally to each ply. WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- misesnoco uerctsn li control whit regard to fatkin o tion. handling. shipment and Installation of H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld e= Enel L. 58.0 ft W= 8.9 ft Truss Typ X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 trusses. This truss has been designed as an Support 1 594# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf _ 0 -594 BOT PIN 8- 8-12 1394 0 -594 BOT ' H-ROLL hndivldual budding component in accordance with ANSI/TPI 1-1995 NDS-97 Support 2 594# Impact Resistant Covering and/or Glazing Req This truss has not been designed for ROOF and to be Incorporated as pan of the budding design by a Budding MAX LIVE LOAD DEFLECTION• L/634 at JOINT # 3 PONDING. Buildingdesignerp provide Designer (regIstered hitect professbnal L�-0.16" D=-0.17" T--0.32" ..TC...FORCE...CSI ..BC...FORCE...CSI 1- 2 adequate drainagetreventmust Whenrevie reviewed engineer{. When rMewed far approval by the budding designer. the design loadtngsshown -26 0.01 6- 5 0 0.88 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 0 0.01 5- 4 0 0.75 in.//ft. min, slope to drain).�Truss must be - must be checked to be sure that the data shown T- 0. 08" marked to prevent UPSIDE DOWN erection. are in ageement with the local budding codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: local climatic records for wind or snow loads. T- 0. 04" project specdlatlons or special applied loads. Unless shown, mesas has not been designed for RMB - 1. 00 1 2-Ik LYS RE UMED storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- 11 ously braced by sheathing unless otherwise 2 specified. Where bottom chords In tension are not fully braced laterally by a property applied 3 rigid cedbig, they should be braced at a maximum spacing of 10-O' o.c. Connector plates shall be manufactured from 20 gauge hot 8X 10 dipped galvanized steel meeting ASTM A 653, 4X8 Glade 40. unless otherwise shown. FABRICATION NOTES Prior to Fabrication.the fabricator shall riew this drawing to verify that this drawing is in conformance with the fabrimtors plans and to reallit 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 shad be cut for tight ntting wood to wood bearing. Con- 3-0-0 neclor plates shall be bated on both faces of 3-0-0 the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wlde x 4' long. A Fix8 plate is6' wide x 8' long. Slots lholes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the wells unless otherwise shown. Connector plate sizes are ndnlmum sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stm%es. This truss is not to be fabricated with fife retardant treated lumber unless otherwise shown. For additional 3X6 InfomnaUun on Quality Control refer to SX6 ANSI/TPI 1-1995 PRECAUTIONARY NOTES fl `j 2-4-0 All bracing and recomin c are I a oral rice with to be followed in accordance wllh'HandWg 'Handling 6-6-8 11 Installing 9 Bracing'. HIB-91. Trusses are to be handled with pwUcuLsr are during banding (r I I and bundling, delivery and installation to avoid 1394J/ 3.50" 4 damage. Temporary and permanent bracing 1394# 3.50" for holding trusses in a straight and plumb pos- itton and for resisting lateral forces shad be 8-10-8 designed and installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1.995 required. Normal preoutionary action for scale = 0.7000 - trusses Uatlon broeentru sestemporary Inslallatlon between trusses to toppling WARNING: oavoidbracingpiingduring avoid and dominoing. The supervision of erection of trusses shall be under the control of persons (Maronda S READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING En Job: g• Dwg: W HEK ' Truss ID: L3 expertenced in Uhl, hnstWo aUon of tresses. Pmfnalonal advice shall be sought if needed. ystems CONTRACTOR. Dsgar: TLY Clik: Date: 4-22-03 Conthan thlratian leas shall no loads greatplied t than the design loads shall not be applied to trusses BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psr DurFae - Lbr. 1.25 al any time. No loads other than the weight of the erectors shall be applied to SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bricbig, portal bracing car similar bracing which is n par of the budding design and which be TC Dead 7.0 psf DurFae - Pit: 1.25 trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 must considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Addltlanal bracing of the wera11 structure may be required. (Set. HIB-91 7rn. BC Dead 10.0 psf I Design Criteria: TPI 9 LICENSE #0050068 of rr-ss Plate institute. TPI. is looted at 583 D'Onoldo Drive. Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DROVIED0.FL327L TOTAL 33.0 psf V:09 .02- 21716- 7 -••a^• •.•.-.� ,••��•„ .n,m r.rrr. t-:nucr-avAirunftufrt HCS: 08.20.02 I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: M QTY:12 DESIGN INFORMATION This design is for an Individual building component and has been based on utonmalion provided by the cllenl'Ihe designer disclaims any responslbUlty for damages as a result of faulty or Incorrect Irifonnaton, specifications and/or designs furnished to the uuss designer by the client and the rnnectness or accuracy of this Information as It may relate to a spe- elfle project and accepts no responsibility or exerelses no control with regard to fabrtca- ton, handling. shipment and Installation of trusses. This truss has been designed as on 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 archltecl or profaslanal engtneerl. When reviewed 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 loot building codes. local cUmalle records for wlmd or snow loads, Project sped( mUons or special applied loads. Unless shown, truss has not been designed for storage ar occupancy loads. The design assumes compression chords (top or bottom) are conOnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a properly applied rigid ceWng. they should be braced at a maxIInurn spacing of 10'-0' o.c. Connector plates shnII be manufactured from 20 gauge hot dipped pphantzed steed meeting AS@i A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancles are to be put in writing before c-ultlng or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the I-- with rolls fully Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Gx8 plate is 6' wide x 8' long. Slots (holed run parallel to the plate length speeded. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are ndNmum sties fused on the forces shown and may need to be Increased for c taln hand - Hog and/or erector stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addWonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recormnendations are to be followed in accordance with 'Handling InstaWng A Bracing. TUB-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- Itlon and for resisting lateral forces shall be designed and m3talled by other. Careful hand- Iing is w3enual and erecton bracing is always required. Normal precautionary action for trusses requires such temporary bmeing during installaton between trusses to avoid toppling and dominoing. The supervision of emcuon of trusses shall he under the control of persons experienced in the installation of cusses. Professional advice shall be sought If needed. Concentration of coslrucUon 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 ail fastening and bracing Is completed. Analysis based on Simplified Analog Model. == _=========== Joint Locations===_____ MULTIPLE LOADS -- This design is the 1)= _ 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0--0 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H-ROLL bearing. 0- 4- 0 432 243 -448 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 448# Support 1 243# 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 11-0-0 1 2 3 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. SLR: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125BIph, 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 END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.02" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 0-6-6 0-1-8 1 T 1-8-1 1 2-6-5 2.00 I 0-8� 038 l 10-0-8 6 5 4 433# 8.00" 358# 2.50" I 10-8-8 (RI7-7- 0) �0-3-8 5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1.995 scale = 0.4694 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DILOVIEDOYI-32766 WAKIVIN(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 bmang. portal bracing or sbnliv bmeing which is a fart of the building design and which most be considered by to building designer. Bracing shown is for Literal 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 IIIB-91 of TPI). (Truss Plate Institute- TPI, is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 DWg: Truss ID: M Dsgilr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21717- I h.cagm. mash", nr ,y3o JUC I'AIII: (_:I/L•L-LOKIHOdfPJ)IR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: N 9TY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by tite clenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifict.- and/or designs himished to the truss designer by the client and time conectness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercses no control with regard to fabrlco- tlon. handling, shipment and Urralation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7PI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, t— has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where botlorn chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured fmm 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 time fabricator's plans and to realize a conWtuing responsibility for such verl- B®tlon. Any discrepanctes are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall Ix cut for tight BtWtg wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6,<8 plate Is 6' wide x 8- long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mtnlmm n trusizes based on the forces show and may need to he Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated ;1be unless otherwise shown. For additional lnformiatiou on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with 'Handling Installing ✓! Bracing'. I11D-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- Itton and for restsllnq lateral force shall be designed and installed by others. Careftd hand- ling is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topplbig and dombnoing. The supervision of erection of trusses shall be under the control of persons experlenced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of constructlon loads grater than the design bads shall not be applied to trusses "t any time. No loads other than the weight of the ercotors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W. 10.2 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=-0.07" 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 0-6-6 1 MULTIPLE LOADS -- This design is the ==_ =___=_ ==Joint Locations======__ ___ ccniposite 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 ----- Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 417 264 -419 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 10- 1-12 331 0 -520 BOT H-ROLL Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 2 520# 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 11 1 2 3 U_ 2-4-4 1-7-3 i 2.00 0 8-0 '®f I I 9-7-0 5 4 418# 8.00" 332# 2.50" �e (RI-7-0) a1 10-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-00&1 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOSI-32766 WAK141NU: 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, wind bracng, portal bmchtg or similar bmcing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of L uss 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 tim-91 or TPI). rrnuss Plate Institute. TPI, is loaned at 563 D'Onorrto Drive. Madison. Wisconsin 53719). Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.4971 Truss ID: N Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: dlairfr Anafyfif JOB PATH: CSFEE-LOKINOMED/R HCS: 03.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: O 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =____==_======Joint Locations======___ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of L1nlltiple loads. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- component and has t. en The designer Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 itnyprorded by espomlhe client. Theedesiasa result of SLIDERS: 2x4 SP #2 continuous) braced unless noted otherwise. ---- MAX . REACTIONS PER BEARING LOCATION----- faultyr-poru(bWty for damages as a result of y faulty or incorrect information. specifications Shim or wedge if necessary to achieve full X-Loc Vert Horiz lift Y-Loc Type and/or designs fuislied to the truss designer WndLod per ASCE 7-98, C&C, V. 125mph, bearing. 0- 4- 0 319 257 -420 BOT PIN by die client and the correctness or accuracy Het 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL- of this information as it may relate to a spe- Bld Type= Encl L= 58.0 ft W. 7.2 ft Truss Support 1 420# cNe project and accepts no responslbWty or in END zone, TCDL= 4 .2 psf, BCDL= 6.0 pPo PROVIDE HORIZONTAL CONNECTION PER SCHEDULE exercises no control with regard to fabrica- P psf Support 2 446# Support 1 257# Lion. handling, shipment and Installation of Impact Resistant Covering and/or Glazing Req I— This This truss has been designed as an MAX LIVE LOAD DEFLECTION: .. TC... FORCE ... CSI --BC... FORCE ... CSI individual building component In accordance with L/999 1- 2 712 0.26 5- 0 -787 0.14 ANSI r M 1-19%and NDS-97 to be Incorporated L=-0.02" D= 0. 00" T=-0.02" as part of the building design by a Building 2- 3 -81 0.29 0- 4 -683 0.18 MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or prormstonal engineer). When reviewed for approval by the T= 0. 01" - building designer• the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0. 01" are In agreement with the local building codes• local cWnatic records for wind or snow loads, RMB - 1.15 project speelflcations or special applied loads. Unless shown• truss has not been designed for stornge or occupancy loads. The design asswn- compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 7-3-0 specified. Where bottom chords in tension are not fully braced laterally by a properly applied 1 2 3 rigid ceWng, they should be braced at a maximum spacing of 10'-(' o.e. Connector 4.00 plates shall be manufactured from 20 gauge hat dipped gahanlmd steel meeting ASIM A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Nior to fabrication. the fabricator shall review U113 drawing to verify that this drawing Is in conformance with the fabricator's plans and to mahze a continuing responsibility for such veri- 1-104 0-atlon. Any discrepancies are to be put In 2X writing before cutting or fabrication. Rates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 3-2-11 - nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syin. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6<8 plate Is 6' 3X4 wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the wehs 1-1-3 unless otherwise zes shown. Connector plate si arc mintrnum sizes based on the forcesshown 0-6-6 3X4 and may need toil Increased for certain hand- 3X4 ling and/or erection stresses. This truss is not I. be fabricated with fie retardant treated _ _ 5X8 lumber unless otherwise shown. For additional hdormatlon on Quality Control refer to ANSI/MTI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recormnendations are to be followed In accordance with 'Handling Installing A Bmctng', HI5-91. Trusses are to be handled with particular care during banding and bundling, delivery and msta8atlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed mid Installed by others. Careful hand- ling is essential and erection bracing is always requfred. Normal precautionary action for tnuses requires sue h temporary bracing during Istalaf on between Lnisses to avoid loppiing and dornmoing. The supervision of ereNon of crows shall be under the control of persons experienced in the installation of I---. professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied L. muses at any tine. No loads other than the weight of the erectors shall be applied to truss- until a11er all fastening —id bracing Is completed. 0-8-0 I 5 319# 8.00" L 1-7-2 e (R1-7-0) 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 1005 VANNESSA DROVIEDOXI-32766 2.00 I 7-3-0 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcmg, wind bmcmg, portal bracing or similar bmcmg ankh 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. Provisions must be made to anchor lateral bmcmg at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec li1B-91 of Tpd. friuss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719f. 233# 2.50" scale = 0.6513 Eng. Job: : CH Dwg: Truss ID: O Dsgur: TLY CU: Date: 4-22-03 TIC Live 16.0 psr DurFae - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 .05.02- 21720- 11 o •---- •••-, - sues testes: i-:ice-LUAIHUAfW1K 11CS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been lived on r Wcnatlon provided by the client. The designer disclaims any responsibWLy for damages as a result of faulty or incorrect irdonnation, speclneation t and/or designs furnished to the truss designer by the client and the coreetness or accuracy Of this information as It may relate to a spe- cific protect and accepts no responsibility or esemisn no control with regard to fabrtca- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered archltect or professional engineer). When reviewed for approval by the building dnlgner, the design loadings shown must be checked to be sure that the data sh— am in agreement with the local building codes. local climatic records for wind or snow loads. pmje t specllicatio ' or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rtpd ce8tng, they should be braced at a maximum spacing of 194r o.c Connector plain shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In, conformance with the fabricator's plans and to rciltre a conthnuhng responsibility for such v i- neation. Any dscrepancles are to be put in writing before cutting or fabrication. Pill" shall not be Installed over lunotholes. knots or distorted gratin. Members shall be cut for light filling wood to wood bearing. Con- nector plates slab be located on both faces of the truss with malls 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. Slos (holes) run parallel to the plate length specified. Double cuts on web members shall meet at Lite cenlrold of the webs unless otherwise shown. Connector plate stzn are minlnnu i sires based on the forces shown and may need to be increased for certain harld- ling and/or ereetlon stresses. This truss is not to be fabricated with fire retardanrea t tted lumber unless otherwise shown. For addltional inf _.a. ores Quality Contml refer to ANSIMI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations we to be followed in accordance with 'Handling InstaWng & Bracing-, HIB-91. Trusses are to be handled with particular care during banding and bundling, delh-ery and hslallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw- Mon and for resisting lateral forces stall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal pmcautionary action for trusses requhn such temporary bmcing during Installatlon between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Pnflofesilonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at oily time. No loads other than the weight of the erector shall be applied to trusses until alter all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: P QTY:2 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=-0.04" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-2-11 0-6-6 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 _= ==_ = _ =====Joint Locatio=__ ns==== ==_=_ 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ---MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 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 1 ? 0 I 4 I I 212# 8.00" 1-7-2 re ie 1 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FI-32766 D,rion- Afmrir An l;, 4-3-0 2.00 87# 2.50" 54# 2.i50" C/L: 4-1-12 Over 3 Supports WAKNINU: 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, 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. Prrvisions must be made to anchor lateral bracing at ends and specified locations determined by Lite building designer. Additional bracing of the overall structure may be required. LSce HIB-91 of TPI). rhesus Plate Institute. TPI. Is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgiir: 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 Attach with (3j 10d Toe -Nails 10d scale = 0.9442 - Truss ID: P Date: 4-22-03 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an tndMdual building component and has been based on Infor iationn provided by the client. The designer dfsciabns any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe- cific project and accepts no responsibility or exeret— no control with regard to fabrlm- tlon, handling, shipment and Installation of I---. This truss has been designed as an Individual building component In accordance with AN51/TPI 1.19115 and NDS-97 to be Incorporated m 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 swe that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. Project sp-1111"llons or special applied loads. Unless shown, truss has not been deigned for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of Ig-(' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvantred 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 mnfontumm with the fabricators plus and to mail= a continuing responsibility for such verl- 0cation. Any discrepancies are to be put in wrtttng before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown. Connector plate sues are minimum sires based on the force shown and may need to be Ine—ed for certain land- Wg and/or erection stresses. This truss is not to be fabricated with flm retardant hated lumber unless otherwise shown. For additional Information on Quality Control refer to /tNSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection mcohwnenciations are to be followed In accordance with 'Handling Installing R Bmcing". HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and testallafbn to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for raistlng 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 bmcing during Irtstallatfon between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control of persons expeilenced In the installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to I— unl0 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 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the ccuq>osite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125friph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L- 58.0 ft W- 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 -56 0.01 0- 3 20 0.01 TI: Q QTY:2 _____====_= ha=Joint Locations=====e=====_�__ 1) 0-0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 4- 0 137 63 -226 BOT PIN 1- 7- 0 47 0 -125 BOT H-ROLL , 1-8-4 1 2 4.00 2.00 I 0-8-0 Plate Height 1 1-04 = 0-2-1 4 3 1-7-2 138# 8.00" 48# 2.50" (R1-7-0) i. 1-8-4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSi/TPi 1-1995 scale = 1.5329 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 ' (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050069 1005 VANNESSA DROVIEDO.FL32766 Design: Mardr Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is nut emcilan bracing, wind bracing, portal bracing or similar brachhg 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 bmcbng at ends and specllted locations dete itned by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). fr-s' plate Institute. TPI, is [—led al 583 D'Onafflo Drive. Madison. Wisconsin 53719). JOB PA771: CATEF.-LOXIHOMEDIR Eng. Job: Dwg: Dsgar: 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 usf Truss ID: Q Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA 11CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfonnation as it may relate to a spe- c01c project and accepts no responsibility or e<erctses no control with regard to fabrim tion, handling, shipment and installation of trusses. This tarn s has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown re in aagreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, lnrse has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a inaxammm spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlrcd steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify (hat this drawing is in conformance with the fabrimtoes plans and to reallu a continuing responsibility for such veri- f cntlon. Any discrepancies are to he put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight flitting wood to wood bearing. Con- nector plates shall be located on both faces of the thus with nails fully imbedded and shall be sym. about the Joint unless othcrwtse'showir. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is G wide x 8" long. Slots fholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum aU based on the forces shown and may need to Ix increased for certain hand- ling and/or erection stresses. This truss is not (o be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrMl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons we to be followed in accordance with "Handling Irutnlling & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful land- Itng is essential and erection bracing is always required. Normal premutiorwry action for trusses requires such temporary bracing during installation between trusses to avoid toppling and doinhnotng. The supervision of erecuon of tnnsses shall be under the control of persons experienced in the Wtallation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shn8 not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: _ TI: R 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-LO-3 0-6-6 J Analysis based on Siagylified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 QTY:2 == _==========Joint Locations=======_=__=_=_ 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, CSC, Ve 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W- 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req 6-0-8 1 2 r 6.00 2-2-8 1-4-2 1 3.00 I 0-8� iRt e— �l 1 5-4-8 I�I( 4 248/! 8.00" 127X 32.50" l 1-1-9 76# .50" j 6-0-5 C/L: -114 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD. I-L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNMA DR.OVIEDO.FL32766 Dnivn- Afrrmrt An"lvd, WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brmeing shown on this drawing is not erection bracing, wind bracing. Portal bmcbhg or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). frross Plate Institute. TPI, is located at 583 D'Onoldo Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgfu: 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 Attach with (4) 10d Toe-NaiLt Attach with (1) 10d Toe -Nails scale = 0.5459 Truss ID: R Date: 4-22-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01t Design Criteria: TPI Code Desc: FLA 11CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the el enl The designer dlsclalms any responslbWty for damages as a result of faulty or Incorrect hdonmuen, specifications and/or designs furnished to the truss deslgner by the shun and to correctness or accuracy of this Inform ttlon as It may relate to a spe- cific project and accepts no responsibility or e 1,'es no control with regard to fabrica- tion, handling• shipment and installation of I---. This truss has been designed as an Individual building component [it accordance with AN51/TPI 1. 1995 and NDS-97 to be htcorporated as part of to building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• local climatic records for wind or snow loads. project specilicallons or special applied loads. Unless shown. Uuss has not been designed for .[-rage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously brace( by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a nhaxlmuin spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that finis drawing is In conformance with the fabricator's plans and to realize a canunuhng responsibility for such verl- f1 ation. Any dbcrepanetes are to be put In writing before cutting or fabrication. Plates shall not be Installed aver knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be locoed on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5' wlde x 4' long. A 6x8 plate is 6' wide x 8' long. Slob (toles) run parallel to the plate length specified. Double cub on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slzo are minlmurn sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This ass is not to be fabricated with flee retardant treated lumber unless otherwise shown. For additional lifonnatlon on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recirramendations are to be followed In accordance with'llandiing histaWng B Bracing', HUB-91. Trusses are to be harhdled with particular care during banding and bundling, delivery and bsslai atlon to avoid damage. Temporary and permanent bracing for holding I.— In a straight and plumb pm - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ung is eventlal and erection bracing is always required. Normal precautionary aeUon for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of lasses. Professional advice shall be sought if needed. ConcentmUon of construction loads greater than the design loads shall not be applied to truss- al any time. No loads other than the weight of the erectors shall be applied to truss- nhtd alter all fastenhng and bracing I, completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: S ATY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" De: 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-2-3 0-6y-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. 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=====____=====e, 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 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL 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 We: 4.7 ft Truss in TNT zone, TCDL= 4-2 psf, BCDL= 6.0 psf impact Resistant Covering and/or Glazing Req 4-8-8 1 2 Q 3.00 I ail-o 1 4-0-8 4 3 205# 8.00" 98# 2.50" 1-1-9 1 4-8-8 60# 2 50" (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 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 #0050068 1005 VANNESSA DROVIEDOYI-32766 Design: Mmrir Analysis Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 1►YHKIVII`111W READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgar: TLY Chk: E Truss ID: S Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shorn 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 cotuidered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown isrue for lateral support of tmembers only to reduce buckling length. pn v loos must he BC Lire 0.0 psf O.C.Spacing: p eing: 24.0" made to anchor lateral bracing at ends and specified lodstions determined by to buildhhg designer. Additional bracing of the overall structure may be requited. (See HID-91 of TPI). BC. Dead 10.0 psf Design Criteria: TPI (Truss Plate Institute. TPI, is incatel at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA TOTAL 33.0 p5r V:09.05.02- 21728- 1 JOB PATII. C.ITEE-LOKIHOMF_DIR NCS: 03.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: T 9TY:2 DESIGN INFORMATION This design Is for an Individual building cmnponenl and has been based on Information provided by the client. The designer disclaims any rmponslbloty for damages as a result of faulty or Incorrect information, speclllmuit- and/or designs furnished to the truss designer by lire client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or e.<erclses no control with regard to fabrica- tion, handling. shipment and butallatfon of trusses. This truss has been designed as an btdlvldual building component lot accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building deslgt by a Building Designer (registered architect or professional engincerl. When reviewed for approval by the building designer, the design loadings slim" must be checked to be sure that lie data shown are in agreement with the local building codes• local climatic records for wind or snow loads. project specincatlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. Tie design assumes compression chords (top or bottom) are conthhu- ously bmeed by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a max]mum spacing of 10•41" o.c. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is In conformance with the fabricatee. plans and to realize a continuing responsibility for such verl- Ucallon. Any dismeparicies arc to be put lot willing before culling or fabrlcaUon. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wool beating. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syan. about Lite Joint unless otherwise shown. A 5x4 plate h 5- wide x 4- long. A Gx8 plate is G wide x 8- long. Was (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the web. unless otherwise shown. Connector plate slur arc minimum sizes based on the form shown and may need to be increased for certain hand- Ung and/or erection stresses. This fruits is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommmendatlom are tI be followed In accordance with -handling InslaWng A Bmcing-. 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 trus 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 requtrea such temporary, bracing during Installation between trusses to avoid toppling and dominotng. The supervision of emcUon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construcUon 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 unto alter all fasten big 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 1 294# 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 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 ___===__==========ra Joint Locations====n=== 1) 0-0 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -294 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L. 58.0 ft W= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req j. 3-4-8 1 2 0 3.00 I 0-8-0 2-8-8 I 4 3 161# 8.00" 70# 2.50" L 1-1-9 a 348 44# 2 50" ( (R1-1-7) ClL: -3 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPTPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Morris Analysis Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 WAKnlnc,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. ,lob: Dwg: Dsgnr: TLY Chk: WO: CHEK3 Truss ID: T Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr• 1.25 Bracing shown on this drawing Is not election bracing, wind bracing. portal brachhg or similar bracing TIC Dead 7.0 psr DurFae - PIt: 1.25 which is n Inn of the building design and witch must be considered by the building destiin r Bracing shown b fnr lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C.Spacing: 24.Ort P g• made to anchor lateral bmeing nt ends and specified locators delerntried by thc building designer. Additional bmting of the overall structure tray be required. )See HIB-91 of TPI). BC Dead 10.0 f I� Design Criteria: TPI rr uss Plate Institute, TPI. Is lucrted at 583 Donofrio Drive, Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:09. 5.02- 21729- 1 JOB PATH: C:1TEE-LOK1/10MEDIR HCS: 03.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based an Information provided by the cfient The designer dtaclahns any responslbWty for damages as a result of faulty or Incorrect Information, specifications and/or de..lgns furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or e,mmi.- no control with regard to fabNp- tion, handling, shipment and installation of truss-. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated - 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 to local building codes. local climatic records for wind or snow loads, project speclllcations or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottorh) are mnUnu- 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 maxhoum spacing of 10'-0' o.c. Commeetor 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, lire fabricator shall review this drawing to verify that this drawing s In conformance with the fabncalor's plans and to meth. o continuing msponalbllily for such veri- fication. My discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes• knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both face of the truss with nalls fully Imbedded and shall be sym. about thejoml unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.8 plate s 6- wide x 8- long. SI013 (holes) run parallel to to plate length specified. Double cuts on well members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with The retardant treated lumber unless otherwise shown. For oddiUonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ai bracing mid erection reeonunendations are to be followed In accordance with "Handling Installing 8 Bmcmg-, HIB-91. Trusses are to be handled with particular mrc during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pars - Won and for resisting lateral form shall be designed and installed by others. Careful hand- ling s e ntlal and erection bracing is always requtred. Normal precautionary action for trusses requires such temporary bracing during histallallon between tnisses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of (ruses. Professional advice shall be sought If needed. Concentration of construction loads Beater than the design loads shall not bo applied to trusses at any time. No loads other than the weight of the erectors shall be applied to less- 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 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" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.15 1-10-3 T 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. WndLod per ASCE 7-98, ChC, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 58.0 ft W- 2.0 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 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 TI: U QTY:2 =__= _========Joint Locations_______________ 1) 0- 0- 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 0- 4- 0 127 131 -157 BOT PIN 1-11- 4 60 0 -191 BOT H-ROLL- 2-0-8 1 2 0 1-2-8 0-4-2 4 3.00 I 0-8-0 rag i 1-4-8 4 3 1127# 8.00" 60# 2.50" L � (R1- -I-I - 7) 2-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SA N FORD. I-L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA D0.0VIEDOX1.32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing s not erection bracing, wind bracing, pottal bracing or shoLLir bracing which Is n part of the building deign and which must be. considered by the building dnfgher. Bracing shown is for lateral support of truss members only to reduce buckling length. Pnrvislons trust to mad. to anxh"r late-] bracing at ends and specified locations detennmed by the building designer. Addilloual bracing of the overall structure may b. required. (See HIB-91 of TPI). ffruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgitr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Deaf] 10.0 psf TOTAL 33.0 psf scale = 1.1370 - Truss ID: U Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA vn hn vmryfa TICS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on InfonrwUon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect IMomwllon, speed" U."s and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to n spe- efic project and accepts no responsibility or exeretsm no control with regard to fabrim. tion. handling, shipment and Insmllation of trusses. This truss has been designed ss 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 amliltect or professional englneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, pmJect specifications or special applied Inds. Unless shown, truss has not been designed far storage or occupancy loads. The design assumes compression chords (top or bottom) are cmunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a nuixtmum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahaniwd steel meeting ASIM A 653. Grade 40. -it— 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 conlhhuing responsibility for such ven- flrnUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gam. Members shall he cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with ..it. fully Imbedded and shall be sym. about to Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6- w1de x 8' long. Slots (hold) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need tot incra slid for certain hand- ling and/or erection six— This truss is not to be fabricated with The retardant treated lumber unless otherwise shown. For additional hrformaUon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcunp, and erection mcomunendaUons are to be followed in accordance with -Handling InstaWng R Bmcmg-. 1116.91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- It1on and for resisting lateral forces shall be destgned and installed by others. Careful hand. ling is essential and erection bracing is always requued. Normal precautionary action for uusses requhes such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any line. No lands other than the weight of the erectom shall be applied to trusses -mitt after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: V QTY:2 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 1-2-7 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. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125rrph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type. Encl L= 58.0 ft W= 0.8 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 =__ ____=====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 SCHEDULE: Support 1 ill# Support 2 77# 0-9-0 k� it6.00 0-10-14 0-9-0 4 3 65# 7.50" 8# 1.50" IA 1I 2�if� �.50' O 0-0-1 (R1-1-1-1-7) � ClL: 0-5-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. I.ICFNSE #0050068 1005 VANNESSA DROVIED0.1ti32766 Design: Afrdrfz Analysis rV11Kn1r4%j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on t is drawing is not erccUan bracing, wind bracing, portal bracing or shrdlar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provislons must be made to mnchor lateral bmchng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIS-91 of TPI). n'russ Plate Institute. TPI. Is located at 583 D'Ouofrio Drive. Madison, Wisconsin 53719). !OR PA77I: C:ITEE-LOXIIIOAfEDIR Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 usf scale = 1.7484 - Truss ID: V Date: 4-22-03 DurFac - Lbr: 1.25 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: TI: W DESIGN INFORMATION This design Is for an individual budding component and has been based on hdomtauon provided by the cdenL The designer disclaims any responslbWty for damages as o result of faulty or incorrect informal on, steel intfons and/or designs fundshed to the truss designer by the client and the corredness or accuracy Of Unix infun natlnn as It may relate to a spe- cific project and accepts no responsibldty or exerclaes no control with regard to fabrfra- ... handling, shipment and Inetallatson of trusses. T tLs truss has been designed as an badlvldual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Dwfgner (registered architect or pmfesslonal englneerl. When reviewed for approval by the budding designer, the design loodbngs shown must be checked to be sure that the data shown are In agreement with One local budding codes. lard climatic records for wind or snow Inds. pmjcct speclfl=dons 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 couunu. ously braced by sheathing unless of erwbe specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced nt a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured fmm 20 gauge hot dipped galvanized steel meeting AS MI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricator`s plans and to realize a continuing responsibility for such vert- Baation. Any dlscrepancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shad be cut for Ught BtUng wood to wood hearing. Can. nector plate shad be located on both faces of the truss with nalls fully hnbedded and shall be sym. about the Joint unless otimnvbe 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 centmld of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabrlented 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 recorminendatlons are to be followed inaccordance with "Handling Installing & Bracing". HIB-91. Tmsses are to be handled with particuhr care during banding and bundling, delivery and WtallaUon to avoid damage. Temporary and permanent bracing for holding tar in a straight and plumb pos- Itlon and for resislLhg lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppllng and donnmoing. The supervision of erection d trusses shall be under the control of persons experlenced In the Installation of tnrssn. Pmfesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to I-.,- at any time. No 1—ds other than O,e weight of the erectors shall to applied to I_ tin. after all fastening and bracing 1s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 9.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Iupact 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 1-6-2 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 _ __ _== _=====Joint Locations====:_ ===e== 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 --- -MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 BOT H-ROLL 9-10-13 11 1 2 3 F4 24 4-0-2 3X8J1" I M 9-10-13 11 5 41 215# 11.31" 417# 2.50" (R1-6-0) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DP-OVIEDO.FL32766 Design: Aforri.r Analysis 9-10-13 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 In not ere Lion bracing. wind bracing, portal bracing or shtrdar bracing which Is a part of the budding design and which must be consldeted by to budding designer. Bracing shown b for lateral support of cuss "lenders only to reduce buckling length. Provisions nmst be node to anchor lateral bracing at ends and spechted location determined by to budding designer. AddlUanal bracing of the ovemll structure may be required. (See IIIB-91 of TPI). rrmss Plate Institute. TPI, Is located at 583 D'Onofriu Drive. Madison. WLsmnsm 53719). JOB PA771: C:17EE-LOKI110AIED7R scale = 0.4873 Eng. Job: W HEK Dwg: Truss ID: W Dsgur: TLY Citk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V709.05.02- 21 43- 3 HCS: 08.20.02 DESIGN INFORMATION This dmlgn 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 Inmrrecl Womation. specifiaUons and/or designs f—ished to the truss designer by the client and the correctness or accuracy of this tnnati fonon as It may relate to a spe- elfie project and accepts no responsibility or u 'ses no cannot with regard to fabria- tion, handling, shipment and Installation of trusses. 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 Building Designer (registered architect or professional engln-rl. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifiations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes campresslon chords (top or bottom) are conllnu- ously braced by sheaUWug unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celllng, they should be braced at a maximum spacing of 1(Y-0' o.c. Connector plates shill be manufactured from 20 gauge hot dipped gahvanlmd steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriatIon. the fabri©tor shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fication. Any discrepancles are to be put in writing before cutting or fabnmuon. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both faces of the thus with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5' wide x 4' long. A Fix8 plate is 6' wide x 8' long. Slots lholm) 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 sires arc minimum sites based on the forces shown and may need to be Increased for certain hand. ling and/or erection stmsses. Tits truss is not to be fabricated with Ilre retardant neared lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-t995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing', 1,115-91. Trtwes arc to be handled with pwUcular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. Ilion and for unsung lateral forces shall be designed and installed by others. Careful hand. ling s essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary brachng during Installation between tnlsses to avoid toppling and dominohng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of thr. erectors shall be applied to muses 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 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 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te, 0.00" RMB - 1.00 2-5-11 0-6-2 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 52 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Part L. 58.0 ft W. 4.7 ft Truss in INT 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 9TY:1 =_=======a;==Joint Locations=============_= 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 BOT PIN 4- 7- 2 240 0 -56 BOT H-ROLL 4-8-9 11 1 2 1-1 r 4.24 28# 4.95" 1-6-2 i la (R1-6-0) BT° EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOX1.32766 Deria Mntrir Annlvri, 4-8-9 2-2-2 /�� 120# 2.83" 24011 2 00" CANT: 0-0-7 -13 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwhng Is not erection bracing, wind bracing, portal bracing or stin lar bracing which is a font of the building design and which must be cansidered by the budding deslger. Bracing shown is for lateral support of truss members only to reduce buckling length. Provislons must be made to anchor lateral bracing al ends mid spmllled locations detemntned by the bulldog designer. Additional bracing of the overall structure may be required. ISee HIB-91 of lPll. fl'nrss Plate Institute, TPI, Is located at 583 D'Onnofno Drive, Madison. Wscunshn 537191. Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 psr TC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 wir Connection by others. Attach with (4) 10d Toe -Nails scale = 0.8481 - --. _.. 1- Truss ID: Wl Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION Tests design Is for an Individual building component and has been based on informationprovided by If: e ch-1. The d-igr r disdains any rmponslbfllly, for damages as a result of faulty or incorrect Infonnatlon, 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- ,:Me pmJect and accepts no respon.lbWty or exertlses no control with regard to fabrka- llon. handling. shipment and Installation of trusses. This wss has been destgned as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 Lobe incorporated as part of tine building design by a Building Designer (registered architect or prof —tonal engineer). When reviewed for approval by the buildhrg designer, the d-fgn loadings shown most be checked to be sure that the data shown are In agreement wtth the local budding codes, local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design --- compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximmn spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped grhanlzed steel mecling AMI 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. Pules shall not be Installed over knotholes. knots or distorted grabr. Members shall be cut for tight fitting wood to wind 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 pl to is 6" wide x 8" long. Slots (holes) run parallel to the plate length spectflcd. Double cuts on web members shall meet at the -ntrold of the webs unless otherwise shown. Connector plate sizes are minb,,— sizes based on ux 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 rctwdanl healed lumber unless otherwise shown. For additional infornatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstaWng & Bractng", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Mon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for lasses requires such temporary bracing during Installation between trusses to avoid toppling and donWhoing. The supervision of erection of trusses shall be under the control of persons experienccd to the Instat4suon of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater tun the design Inds shall not be applied to trusses at any lime. No foods other than the weight of the erectors shall be applied to trusses until after all feslcning and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Y 9TY:4 TOP CHORDS- 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on nuiltiple 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 EXCEPT AS SHOWN PLATES (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIED0.1"L927% 0-6-6 t I Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nnsltiple 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 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- 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 ==_=======7rTJoint Locations:s==== __======o 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 -355 TOP PIN 0- 4- 0 280 203 -433 BOT PIN 6-10-12 81 0 -52 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 52# 7-0-0 1 2 0 4-0-6 I 1 7-0-0 4 3 281# 8.00" 151# 2.50" 1-1-9 �al 7-0-0 82# 1.50"le ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 640-12 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Clik: BRACING WARNING: TIC Live 16.0 psf Bracing shown on this dmwing Is not erecton bracing, wind bracing, portal bracing or shrdbr bracing TC Dead 7.0 psf 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. Provisions most be BC Live 0.0 psf made to anchor Lateral bracing at ends and specified locations determined by Ure building designer. BCDead 100 f Additional bracing of (hm� e erall structure may be required., a . (See HIB-91 of TPI). 1 rrruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TOTAL 33.0 Connection designed by others. Attach With (2) 10d Toe -Nails scale = 0.4854 Truss ID: Y Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Oaign: Matrix Afiulysis JOB PATH: C:ITFF-LOX1110MEDIR 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 cllenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specNcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information m it may relate 10 a spe- cific project and accepts no responsibility or exercises no control with regard to fabrtm- tIon, handling, shipment and Installation of trusses. This truss has has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building, codes. 1-1 climatic records for wind or now loads, project specifications or special applied Imds. Unless shown. truss has not been designed for storage or occupancy loads. The design assuntes compresslon churls Itop or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be bmced at a maximum spacing of 10'-(- u.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Gmdc 40, unless otherwise shown. FABRICATION NOTES Prior to fabric'tion, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrlolor's plans and to realize a continuing responsibility for such veri- fic nUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is G wide x 8" long. Slots Bholes) run parallel to the plate length specified. Double cuts on web members shalt meet at the cenlmld of the webs unless otherwise shown. Connector plate sizes are minimum slzo based an the forces shown and may need to be increased for certain hand - Ling mid/or erection stresses. Inds tens is not to be fabricated with fire retardant located lumber unless otherwise shown. For additional Information on Duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed in accordance with "Handling Installing R Bmcing", 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 nooses 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 troves requires such temporary bracing during inslalhtion 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. Profess lonal 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 Ix applied to I— 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/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 3-4-11 Y 0-6-6 f 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 147 pounds of horizontal reaction 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 We: 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 9TY:4 ==-- - =- ===Joint Locations======-======== 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz 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 P99 5-1-8 4 3 219# 8.0011 110# 2.50" 1-1-9 5-1-8 61# 4 5011 a (R1-1-7) C/L: -0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 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 VANNFSSA DROVIEDO.FL32766 WAKNIMU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgiir: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erecuon bracing. wind hmcing, portal bracing or similar bracing TIC Dead 7.0 psr which is a paft of the building design and which must be considered by lire building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor laten l bracing at ends and spectned locations determined by the building designer. Additional bracing of the overall etruclum may in required. (-See HI8-91 of Ip). BC Dead 1 U.0 pSr rrruss Plate Institute, TPI, is located at 583 D'Ouofrto Drive, Madison. Wisconsin 53719). TOTAL 33.0 Attach with (4) I0d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: Z Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrit Analysis JOB PATH: C:ITEE-LOK1110MEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. Tire designer dtsclairns 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 conecuiess or accuracy of this Information as it may relate to a ape- cdic project and accepts no responsibility or exercises no control with regard to fabrin- liun, handling, shipment and Installation of trusses. This truss has been deslgued as air Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be mcorporaled 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 sum that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, Project speclBmtions or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are cemunu- ously braced by sheathing unless otherwise speeifled. Where bottom chords In tension art not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- Bnl(on. Any discrepancies are to be put In writing before cutting or fabrication. Rates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be Byrn. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is S' wide x 8- long. Slots (holes) run parallel to the plate length spoetned. Double cuts on web members shall meet at the emitrold of the webs unless otherwise shown. Connector plate sties are mbnimum sizes based on the forces shown and Tiny need to be tic, -eased for certain hand - Wig and/or erection stresses. T11b truss b not to be fabricated with fire muirdanl treated lumix:r unless otherwise shown. For additional Information on Quality Control mfcr to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followvd In accordance with "HandlingIust.Wng & Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action fro, trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The super4slon of erection of tnasses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought B needed. Concentration of construction loads greater it.. the design loads shall not be applied to (ruses at any tinne. No loads other than Uwe weight of the erectors shall be applied to trusses until alley all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT 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--0.01" D_ 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2A-I I 0-6-6 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 91 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125irph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W- 3.1 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 31 0.25 4- 3 0 0.19 TI: Z 1 QTY:4 == __= =====Joint Locations====___=___= 1) 0- 2- =__ 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 PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 6.00 2-1-2 3-1-8 4 3 154# 8.00" 67# 2.50" L 1-1-9 I_ 37# 2 50" (R1-1-7) 3-1-8 C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (!Mjaro'nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Afairfx Analysis 11YAKIVIr4tj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmetng shown on this dmwing is not erection bmckg, wind bmcmg, portal bracing or slnithr bmchlg which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of trios members only to reduce buckling Irngth. Prrnlstum must be made to mnchor lateral bmcbng at end and spectned locations determined by the bulldtng designer. Addluonal brachwg of the overall structure may be inquired. (See IIIB-91 of TPI). (Trim Plate Institute, TPI. Is located at 583 D'Onofrio D1te. Madison. Wisconsin 53719). JOB PAT71: C:ITEE-LOKIHOMFDIR Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgiir: 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 = 0.8792 Truss ID: Zl Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA RCS: 08.2D.o2 DESIGN INFORMATION This design is for an individual building component and has been based on information d proded by the then The designer disclaims any responslbWty for darnagrs as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by tire client and the conectness or accuracy of this information as Il,nay relate to a spe- efflc project and accepts no responsibility or -.mi.- no control wtlh regard to fabrica- tion. handling, shipment mid ImstaBaUon of trusses. This tnss has been designed as an Individual building component in accordance wltin ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer fregslered 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 shorn arc in agreement with the local budding codes. local climatic records for wind or now loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or boltmn) am conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless oUrenvi3c shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to vetfy that thin drawing Is in conformance with the fabricators plans and to really= a continuing respotulbulty 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. Mcmhers shall be cut for tight ntung wood to wood bearing. Con- nector plats shad be locate,) on both faces of the truss with —9. fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 p4 to is 5' wile x 4- long. A 64 plate h 6' wide x 8' long. Slots (holm) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mlNmum sizes tensed on the forces shown and may need to be increased for certain hand - Ling and/or erection sty sees. 71I15 truss 13 not to be fabricated with fire mlardanl treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing". HIB-91. Trusses are to be handled wlth particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw- Plon and for resisting lateral forts shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always rcqutmd. Normal precoutionay action for Lu m requires such temporary bracing during Installation between trusses to avoid toppling and dorninoing. The superwlon of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design lads shall not be applied to trusses at any time. No loads other than the weight of the erectors had 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 harked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: 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 31 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, Ver 125mph, H= 15.0 ft, I= 1.00, Rxp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W= 1.1 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 10 0.03 4- 3 0 0.02 TI: Z2 9TYA =====_ = ==Joint Locations==== ======== 1) 0- 2- ==20 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 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 165# Support 2 65# Support 3 7# 1-1-8 1 2 6.00 1-1-8 4 89# 8.001, 25# 2.50" 1 1 9 t-1-8 2' ILopn EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports LMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSF #0050068 1005 VANNESSA DROVIEDDS1.32766 Design: Afatrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bmcing which is a part of the building design and which must be consldered by the building d-lgrer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. Provisions must he made to anchor lateral bracing at ends and specified 1—Uo11s determined by the building dsigner. Additional bracing of the overall structure may be requited. (See HIS-91 of TPII- (Trvss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wlacoruhi 53719). JOR PA771: C:1TEE-L0KIN0,%1F01R Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails 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 Dsf scale = 1.5123 Truss ID: Z2 Date: 4-22-03 DurFac - Lbr, 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an Indlvldual building component and has been bused on Infonnallon ov prided by the client. The desigher disclaims any resporslbWty for damages as a result of faulty or incorrect information. speclflcatioru 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- clnc pmject and accepts no responsibility or exercises no control with regard to fabrlm- lion, handling, shipment and Installation of trusses. Thb mass has been designed as an indlvldual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated os part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, loss climatic records for wind or now kinds. p Jccl specNmtloru 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 rtod milling. they should be braced at a maximum spacing of IV—(- o.c. connector plates shall be manufactured from 20 gauge hot dipped gala-anlzcd steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that thls ri-.trg Is In confornonce with the fabrlmtors plans and to realize a continuing responslbillty for such veri- fimtion. Any discmpandes are to be put In writing before cutting or fabrication. plates shag not be Installed mer knotholes. knots or distorted grain. Members shag be cut for tight fltting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wile 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 mntrold of the webs unless otherwise shown. Connector plate sizes are rt rotmuzo sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabrlmled with 1be retardant treated lumber unless with shown. For additina ol Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with *I landling 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 N a stmlght and plumb pus- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing is always required. Norral precautionary action for trusses requires such temporary bracing during Iristallatlon between trusses to avoid topplin and dominoing. The supewislon of erection of trusses shall be under the contml of persons experienced in the Installation of trusses. Prof sskinal advice shall be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to tenses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bmcing 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 Le-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 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccnlposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced lidless noted otherwise. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Part L. 58.0 ft W- 3.3 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 I (R1-1-7) EXCEPT AS SIIO%VN PLATES ARE TL20 GA TESTED Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 1005 VANNFSSA D0.DVIEDO.F7_32766 Design: Afarrir Analysis TI: Z3 QTY:3 ====== _ ===Joint Locations======__=====o= 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 SCHEDULE, Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 2-2-6 3-4-0 4 31 161# 3.50" 72# 2.50" —f1 34-0 63# 2150" C/L: 3!2-12 PER ANSI/TPI 1-1995 Over 3 Supports Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9424 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 Chili: W EK Truss ID: Z3 Date: 4-22-03 TIC Live 16.0 psf DurFae - Lbr: 1.25 Bmctng shown on this drawing is not ermtIon bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psr DSpacing: urFae - Pit: 1.25 which Is a hurt of the building design and which must be considered by We building designer. Bracing shown is for lateral support or truss members only to reduce buckling length. Pro,-Nlons most be BC Live 0.0 psf O.C.t„/p g• 24.0nn made to anchor lateral bracing at ends and specified locations detemnlnel by the building designer. Additional bracing of the merall structure may be milubed. (See HIB-91 of TP). BC UPad 1.0.0 r ps Design Criteria: TPI (Truss plate Institute. TPI. is looted at 583 D'Onefrto Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:09.05.02- 21 4 - 3 JOB PATH: C:ITEE-LOK1110MEOIR HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been trued on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect infortruation, specifications and/or designs furnshed to the truss designer by the client and the mrectness or accuracy of this Information as It may relate to a spe- clfk project and accepts no rmponsfblity or enerelses no control with regard to fabrl - lion, handling, shipment and Installation of trusses. nlls truss has h-n designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be inrorp-ated as part of the building design by a Bulking Designer (registered architect or professlonal engineer). When reviewed for npprmlil by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads• project speclllmtons or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assunes compression chords (top or bottom) art mnllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped ga)vanimd steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prlor to fabrication. the fabricator shall review this drawing to verify that this dmwing 1s in ronfornumcc with the fabncatm's plans and to reallze a continuing responsibility for such ver- flrton. Any discrepancies are to be put in writing before cutting or fabnmtoll. Plates shall not be Installed wen knotholes, knots or distorted grail. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the miss with nalls fully imbedded and shall be syun. about the Jminl unless otnerwbe shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are rnllydmunl sizes based on the forces shown and may need to be increased for certain hand- ling and/or erectiress on stes. ThU 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 R Bmehng', HID-91. Trusses we 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 stmiglll and plumb pos- ition and for resisting lateral forces shall be designed and Instated by others. Careful hand- ling Is essential and erectln bracing is always required. Normal premutlon-y action for trusses requires such temporary bmctng during Uvstallaton between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons ecperlenced In the Installation of trusses. Pmfesslonal advice shall be sought If needed. Concentration of roralruclion loads Beater than the design loads shall not be applied to ru tsses at any time. No loads other than the weight of the erectors shall be applied to trusses until after at 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" To 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T= 0.00" 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 ni ltiple 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 WndLod per ASCE 7-98, C6-C, V. 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Part L= 58.0 ft W= 1.1 ft Truss in INT 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: Z4 QTY:2 =_ _=========Joint Locations=============_= 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 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 SCEED= Support 1 175# Support 2 66# Support 3 16# 1-1-8 1 2 0 FEI 1-1-8 4 3 89N 3.50" 25# 2.50" 10 1-1-9 1-1-8 WO 21N 2.5On EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/7'P1 1-1995 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 DP-OVIEDO.FI-32766 Design: Afmris Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwinng Is not erection bracing, wind bacng. portal bracing or similar bracing which Is a part of the building design and which must be conskiet ed by the building doigner. Bracing shown is for lateral support of truss numbers 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 merall structure may be required. (See HIB-91 of TPI). Rruss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PA77i: C:ITEE-LOKIHOMED1R Attach with (1) 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 psr BC Dead 10.0 psr TOTAL 33.0 scale = 1.5123 - Truss ID: Z4 Date: 4-22-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02