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HomeMy WebLinkAbout125 Crown Colony Way 03-2554 COPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOU,$CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION SO"^ PERMIT #C)a)'SS 9 DATE ' PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE 070 U�p CERTIFICATE O:' OCCUPANCY / COMPLETION This is to certify that the building located at 125 CROWN COLONY WAY for which permit 03-00002554 has heretofore been issued on 8 11/03 has been completed according to plans and specifications filed in the office of the Buildin Off'cial rio,r to th issuance of said building permit, to wit as LW 11l1 % complies with all the building, plumbing, electri 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: Finaled f ZONING: Inspected UTILITIES: Water Lines In 2 Meter Set Reclaimed Water ENGINEERING: FIRE: Inspected Sewer ��ewer ines In Tap Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 8/12/03 01-APPLCTN FEE -BUILDING 8/12/03 01-APPLCTN FEE -MECHANIC 8/12/03 01-APPLCTN FEE -PLUMBING 8/12/03 CERT OF OCCUPANCY-DUPLCT. 12/29/03 02-ENGNG DEVLPMT FEES 8/12/03 01-FIRE IMPACT - RESIDENT 8/12/03 01-LIBRARY IMPACT FEE 8/12/03 DATE APPROVAL M9li1M 10.00 10.00 10.00 10.00 5.00 10.00 59.21 54.00 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 125 CROWN COLONY WAY for which permit 03-00002554 has heretofore been issued on 8 11/03 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-OPEN SPACE 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 8/12/03 279.61 8/12/03 91.93 10/23/03 10.33 8/12/03 847.00 8/12/03 10.33 8/12/03 1384.00 8/12/03 650.00 8/12/03 1700.00 (Vk� t-6vtes -'0 / D;x� MF--(e�l --/42 OWNER BUILDING OFFICIAL DA CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: \ - 8 --O PERMIT #: C-,-?,-- a �� ADDRESS: \ CONTRACTOR: MARONDA PHONE #: Y-, ` 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 OK ti Suft r Fire I/5/ca -Public Works Utilities Zoning r, 1 A, DLicensing r-\ \ r, CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) c CERTIFCATE OF OCCUPANCY . REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" `= DATE: PERMIT #: (�>'?�- �55L� '�� �'' ° E y \ V► 1 1 di � 1 . V -�1 ADDRESS: a � u o u o C N C CONTRACTOR: MARONDA A N c V p V ► p � V Qi •v Z d i v a ' C , u PHONE #: �'_C�r. LAC>"l-��r,�-1 1 �Q a CL u 2 o The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering OFire , I N :)Public Works OZoning f\ A tilities %1 icensing n A CONDITIONS. (TO BE COMPLETEVLY APPROVAL IS CONDITIONAL) t. u'lo 3&0/(p CERTIFCATE OF OCCUPANCY pUe& REQUEST FOR FINAL INSPECTION )orA **** SINGLE FAMILY RESIDENCE**** ('p 1-i?ier DATE: \ - -C; PERMIT #: C-,'?,-- a�1 ADDRESS: \ CONTRACTOR: PHONE #: 1'� MARONDA 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. DEngineering ublic Works I °� 03 —7Utilities DFire R 1 P-1 Zoning (-\ \ A Licensing \ t� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) A AYONEyi 2VG* a 300 SOUTH RONALD REAG AN BLVD. LONGWOOD, FLORIDA 37750-5499 TELEPHONE: (407) 830-9080 FAX (407) 339-3636 L-A"D SIJR%ayoft 4 E-MAIL• G.AVONE®GFLRR.GOM CERTIFICATE OF ELEVATION Address: 125 Crown Colony Way Legal Description: Lot 53, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 53 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dominick F: Cavone Fioelaa Surveyor &Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 12-10-2003 W.O. # 2003-16713 ow FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Imoortwt Read the instructions on mes 1- 7. SECTION A- PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 125 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, eta) Lot 53 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( #tP - ##' - ##.W or ##.#;' °) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAIVE 8 COMMUNITY NUMBER B2 COUNTY NAIVE B3. STATE CRDWNCOLONY I imm SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 85. SUFFIX B6. FIRM INDEX DATE EFFECTNEIREVISED DATE 88. FLOOD ZONE(S) (Zone AO, use depth of kod'ng) 12117C OM E 411785 4117195 X B10. Indicate the sourced the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): 811. 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 All AM, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR ARIA, AR/AE, AR/A1-A30, ARIAH, ARIAO Complete Items C3.-a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 ConversionlComments WA Elevation reference mark used WA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top ofbottom floor (including basement or enclosure) o b) Top of next higher floor — _ft.(m) d V) o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) _ _ft.(m) E , o e) Lowest elevation of machinery andlor equipment g servicing the building (Describe in a Comments area) ft. m) E 7 X Q Lowest adjacent (finished) grade (LAG) ft. m z' o g) Highest adjacent (finished) grade (HAG) _ _ft.(m) N o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. 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 1-0 IMPORTANT: In these spaces, copy the corresponding information from Sedior. A. For Insurance Comparhr Use: BUILDING STREET ADDRESS (IndudN Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX l O. ; Poky Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompany, and (3) building owner. COMMENTS ❑ Check here'rf 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 competed. El. Building Diagram Number _(Select the building dagram most similar to the building for which this certificate is being competed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (indudng basement or enclosure) of the building is _ IL(m) in.(cm) [:]above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6 8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ fL(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery andlor equipment servicing the building is _ ft.(m) in.(crm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, fl available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in aocordance with the community's floodplain management ordnance? ❑ Yes ❑ No ❑ Unknown. The local official must cerMy this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authored 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 Sedlions A, 8 C, and E am corred to the best of my knowledge PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KFI I ER ROAD. SUITE F ORLANDO FL 32810 40747M12 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordnance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) 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 (WOW a FEMAassued or oommunitywissued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. CA. PERMIT NUMBER I G5. DATE PERMIT ISSUED I 136. DATE CERTIFICATE OF COMPLIANCEI =PANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _-ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions !.. '; is !i ...�2 �.,, ��..... ii: �,; `Y•1' 11. •�I2 „� v!. �.1:.. Vo 4t)V� I .. ...� � 1 .•�n r' .I:r ..l' 1 fart ..1. i' l"1 :7:1 ::' .. .�'! 1.7: r'. ..'1 �.. .t ;�' .r'_.. a '. .'..!•.. �1 t!. + 1 .. .., �' � .. .. . F�'c CITY OF SANFORD PERMIT APPLICATION F Permit # :0� — V� Date: June 30, 2003 Job Address: 125 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: •372: M"O Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/AIteration 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 FAO Occupancy Type: Residential X Commercial Industrial Total Square Footage:'T,9i2-.� , FAO Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-SOS-0000-0530 (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 1101 N. Keller Road.Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/30/03 Signature of ent Date Russell Keith Summers Print Owner/Agent's Name 6/30/03 Signature of Notary -State of Florida Date OF rfo DEBBIE TIME .o vue c i My Canni Exp. ?JS/05 No. CC 999378 �yN Wiown 11 Otl+s I D. Owner/Agent is _X_ Personally Known to Me or Produced ID 6/30/03 Signature ofkont. WdAgent Date Russell Keith Summers Print Contractor/Agent's Name (; /" 6/30/03 Signature of Notary -State of Florida Date 9,DIBBIE TIME My Comm Exp. ?/5/05 No. CC 999378 versorwN 1'. 1106. I.D. Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg leb -07 &ning: 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: Electrical Contractor: DANIEL 45. PUGLISI Residential: __ve-0-0— Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service / New Commercial: AMP Service Chan - a of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: S o0 By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Applican ' ignature 001663 M State License Number U jai L 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: 125 Crown Colony Way Lot: 53 Panel: 8 Mechanical Contractor: GARY CARMACK Residential —__— Non -Residential 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:--. 125_Crown Colon lr Wad/ _ Lot: 53 Panel: 8 Plumbing Contractor: WILLIAM T. SELF Residential: _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: $52.00 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. -- �/x-- Applicant's Sign t re CFC057039 State License Number LMronda Homes ==j AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign. his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 53 125 Crown Colony Way. 1; <1 2 )�' RUSSE C058496 MARONDA HO C. 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. ,tor r(oq DEBBIE TIME OT�Rr o MY Comm Epp. ?J5/05 $ PUBLIC + No. CC 999378 Wwwn I odw I.D. NOTARY PUBLIC CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc IINIYINiIINNWgNNgNI81iI81YN18N8111M NAR RK IIO K9 CLERK OF CIRCUIT COURT U. o� U. U. 0 me ~ W � W J Z M z_� W==g o0t 0 z •�+ 0 v a KNINDLE COUNTY SK 04890 PG 0433 CLERK'S R 20031 12093 RECORDED 67/01/2M 02t23:4Y POO RECORDING FEES 6.09 RECORDED BY N Noldtn NOTICE OF COMINHNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5OS-0000-0530 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 53 125 Crown Colony Way:. Subdivision: CROWN COLONY General Description of Improvement _ Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road Suite F. Orlando FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road Suite F. Orlando FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA. 750 S. Orlando Ave #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamuf Title, 200 W. 1`I St., Sanford, FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Llenors 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 KEI H MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of .2003. Jill- 0.1 2005 cUTIFIED COPY Notary Public F oT ►t DEBBIE TIME .� �., MARYANNE MOM N PUBLIC i My Comm ECC 9937 CLERK OF CIRCUIT COU". No. CC 999378 SEMI OLE Wwff. FLORM DePu y Ot�JIUI CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 53 Subdivision: CROWN COLONY Property Address: 125 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 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. D h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. M 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To Fouow on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. D 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Monday, Lune 30, 2003 SIGNATURE: I� (B 0 ,ner or Authorized Agent) PLOT PLAN for: MARONDA HOMES. INC. DESCRIPTION: LOT 53, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thrti 76 PUBLIC RECORDS of SEMINOLE COUNTY FLORIDA b TRACT 'C' DETENTION AREA AND DRAINAGE EASEMENT = TO SEMINOLE COUNTY A� P 500009'02'E 60.00' a ��'� a S' la 20' P�2 I GRAPHIC SME O f1'U•3 O I b I 20.0' 1 e vr` C CONCRETE PATIO 1 A LOT 54 40.00' �y �'�. LOT 52 O O 0 MODEL: 0 C ui 1 (352) BLOCEKK• ui FINISHED FLOOR r.. ELEVATION-43.78 W I DRAINAGE TYPE: ' B / C ' YJ 9 I WITH I O' x 20' O 4 w W �I CONCRETE PATIO co 10.5a co c0 Z A J I 9.50' Ica ? A cONCUETE DRIVE N r�ti 1 A yy�2o I 1a u.E.) �Z•''g ?•� APPROXIMATE INLET LOCATION 500'09'02'E 60.00' per ENGINEERING PLANS O N N CROWN COLONY WAY F.H.A. PLOT PLAN 900`09'OrE P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOOb902'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT. 25' ?. 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. 75' PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X ' SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE. APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 53 CONTAINS (SUBJECT TO CHANGE) 6.900 SQUARE FEET/Q158 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. ABBREV I ATIONS/LEGEND. NO. -NUMBER P.T.-POINT OF TANGENCY CONC- CONCRE TE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG- ORD BEARING S.&U.E.-SIDEWALK & UTILITY EASEMENT D.U.r S.E.-DRAINAGE, UTILITY & 1[ CENTERLINE A/C -AIR CONDITIONER PAD & DELTA CENTRAL ANGLE) O.& U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT THIS SURVEY NOT VALID UNLESS EMBOSSED REVISt7'I FILE: CROMNCOLSJ.OMG W.0.2003-8615 CADO A VONE, INC. 'MTM THE SIGNATURE AND RAISED SEAL of A FLORIDA LICENSED ON DATE A PLOT PLAN for: MARONDA HOMES, INC. DESCRIPTION: LOT 53, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 th►11 78 PUBLIC RECORDS OF SEMINOLE COUNTY. FLORIDA a TRACT'Co DETENTION AREA AND DRAINAGE EASEMENT - TO SEMINOLE COUNTY �pP 500009'OVE 60.00' Op s Ia 20' p42 1 �O F.t/..1 GRAPHIC SCALE I $ 1 20.0' 1 Q � . C CONCRETE PATIO - 9.50, 1 LOT 54 40.00' \I\-,^ LOT 52 O O MODEL: O I 0 CHE5APEAKE'K' tfi I (3-2) BLOCK u 1 FINI5HED FLOOR ELEVATION-43.78 DRAINAGE TYPE: ' B / C ' ~/•s c I WITH 1 O' x 20' O 4 W W 1 CONCRETE PATIO co 1 c"M U) 10.50' 1 co co Z 1 y� 1 9.50' 1 16.0' ; w I CONCRETE DRM I y9 w I Fsy��'O I Ia u.E.) ?� �,yy9 P O A3 AFMCMMATE INLET LOCATION 500009'028E 60.00' per ENGINEERING PLANS O O N N CROWN COLONY WAY F.H.A. PLOT PLAN - - - 'OrE SOO" P - DENOTES PROPOSED ELEVATION r'/` PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION `�f�( PER ENGINEERING PLANS Alt • t NOTES- NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOOV902'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: 75, PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. I BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NQ 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: (SUBJECT TO CHANGE) LOT 53 CONTAINS 6.900 SQUARE FEET/01156 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 UNES AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH ►NFORMATON SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND: NO -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT R. -RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG- ORO BEARING SMU.E.-SIDEWALK 3 UTILITY EASEMENT D.U.&SE.-DRAINAGE, UTILITY d CENTERLINE A/C -AIR CONDIDONER PAD aDELTA 'CENTRAL ANG.E) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT LOT °7 "E" F►lE: W.0.2003-8615 CADD CROWNCOL53.OWG A VONE INC. THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE SIGNATURE AND RAISED SEAL OF A FLORIDA REVISION DALE 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 DIVISUB MODEL 6CCO5301 53 125 CROWN COLONY WAY ORLN-CRC CHEK3 RIGHT 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 building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 4-2A 03 %,-1 Roof Loads - VT 4-11-01 l/ U 4-2X03 �/ 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 4-2&03 A 4-21-03 W 4-2at03 B 4-21-03 W1 4-291,03 C/ 61 4-21-03 ✓ Y 4-29z03 Total 33.0 psf C 4-21-03 Z 4-2&03 C1 4-21-03 Z1 4-25903 �/ DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 4-21-03 Z2 4-29103 �/ E 4-21-03 L/ Z3 4-2903 ✓ F 4-21-03 Z4 4-2&03 PL. "13 'REVQIrtY`,FD CI � Y OF SANWRI G 4-21-03 H 4-21-03 I 4-21-03 J 4-21-03 J 1 4-21-03 J3 4-21-03 K 4-21-03 K2 4-21-03 K3 4-21-03 K5 4-20-03 L 4-22-03 L1 4-2a03 L2 4-2d&03 L3 4-22-03 M 4-2A03 ✓ INV # DESC QNTY DATE: JUL 1 6 2003 N 4-2&03 ✓ 18331 1 EHUH26 O 4-2db03 18330 EHUH28 P 4-28-03 ✓ 18360 SKH26R 2 O 4-22.-03 18361 SKH26L 2 R 4-2at03 18363 JUS26 16 S 4-2XO3 ,/ 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 1 138 13-4 1. i fr8 , 20.0 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES 11 is the resoonsibilitvofthe installer (buMer buUdOccontractor licensed contractor. -ectoror erection contractor) to propertvreceive unload store handle install and ace metal plate connected wood trusses to protect life and property. The installer ust exercisethe same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are rsed upon the collective experience of leading technical personnel in the wood ?. �t.•r •-- Yli/�N16 DAIRV4wK.M,.,lt•T•N v �"'=� - C'.`•.Ut �OT,�Y� _=-us��esi�stored�h�o��taoltaltt�'°"ii'lieJ n , support pn bYoek �/S ' e�ceesst e ' 'era e n ►�R'1fI�S 0 10. bre a rli �ti �i'�a` Ile#ice' giir� sfio a d ,eX s e �:�.,�"t1n�g•�,ra._ :.�o! � i_ � n • •..�d�..�id_. a • .uS _�: • •..... ssest • ac�t,�,cs ®otnot�ins ' a• : a' s • � TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and Information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written pemiission of the publisher. Printed in the United States of America. )TORAGE Frame 1 / 60a C 600 or less\ or less Tag Approximately Approximately Tag Line '/a truss length '/a truss length Line Truss spans less than 30'. 11 ,,w;, Less than or equal 10 60' Spreader Bar Toe In Less than or equal to 6o' f..A V r� ' ~1I' � Y ' �• a Tag Line Strongback/ SpreaderBar above m }� mid --height { Tag Line ram• :king Ground Brace VeNicole (GBV) Typlcsl horizontal tie member with muhiple stakes (H-1) rruao of brm oup of trueea (ES) Frame 2 • k • Over 28' - 42' 3. Over 42' - 60' 3. Over 60' Si )F - Douglas Fir -Larch IF - Hem -Fir Continuous Top Chord Lateral Brace Required —�—t 10' or Greater Attachment Required SP - Southern Pine SPF - Spruce -Pine -Fir Frame 3 a� SG'I�SSORS TRUSS- ALM - 04 MINIM Q 8 R ACING (Dg') r s I SP/QF. I Up lo 32' 4/12 is, 0 is fOVer 32'- 48' 4/12 is, 10 7 Over 48' - 601 4/12 is, 6 4 Over 60' See a registered profei—alon er % D D I E SPANS- AClNG(l:B.S)V'. SRC3N DBS Up to 24' 3/12 a, Over 24'- 42' 3/ 2 7' 10 Over 42'- 54' 3/12 4 Over 54' See a registered professional engineer Yr : vougias I-Ir-Laron 5P - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can bucklo logatherand cause collapse If there Iona dingo. nnIbsocing. Diagonal brocingehould be nailed to the underside of the top chord when purilne are attached to the lopoide Of the top chord. r '- " ­.: 3 . ,-'M0N0'-TR6_S19*' lisplacement Plumb 4eximum Line N; 0- E 'EM, 12 Lp or greater 1 Length L(in) All lateral braces lapped at least 2 trusses. Continuous Tor) Chord Lateral Sraf:4 Required 10' or Gri Attachm( Requlrec Tt Lesser of 2:1A, L/200 or 7' BOW L L(In) L(In) -7 -L I I ............. ........... . ............ �Lesser �of L/200 or 2" we.It". 'k P,ipy -50 50" 1/4" L4.2' 001, 1' 3 150" 3/4" 12.5' 1-1,01n), 2000. 200" 1 116.7' 2501, 1 -1 /4' 120.8' 300" 1.1/2" 125.0' eo06 Afavnda Way SanfW4 FL W771 (407)W-OW4 Far (407) 321-35919 Date: March 5, 20Q3 To: Building Department From: Affaronda Systems Tomas Ponce Professional Engineer State of Florida #0050069 Subject: Valley Trusses All valley;trusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the tress package signed and sealed by the engineer of record. The connections are noted ore the structural irtfo sheet of the plans. A!1 criteria of the valley trusses are noted on thegeneral sheet. If you have any questions please feel free to can at 407-321-0064. perelp Torn s Ponce, P.E. r,1,�1�1tiS6tfllF���,�f� Date•/O�A No. oCC.,M53 STATE OF RI iitt�'��� DESIGN INFORMATION ThU dslatl b fur an ladpldnal Lu1WbE — Pa. enL end Ins barn luaed on rdormatlao P-Aded lay We CU-rL T he deslgncr dbrdasoa asry acaPsma161U17 for damages as a tteult of Gully a Inmreet loform.U.., aPa:UbaUom and/or des 1pta furnished to the trusa dca gaer 4 tie cumt and the Correct.— or aaesba6T d lbb Iufmmatloa as u may telare b a " coke "Ce and -ecept. On repoasthdity or czeld, ao taa0ol with 1-1-14 TO Gbna- tleq bewWrog, st-p-ent .rr l bestaryaon of (noSo' Tills buss has been dlslgued as an ku1NW,eel bu0dtag eanpre ent Ina¢ .dance Sul ANSIrm I-I993 and NOS•971a be lnen','aea - Part -(the b.dWtag delpr by a Bulldb,g Oeslgner(legWcrd etchllad or prdesslond pawl. loben re tawm for •Ppm" U by-thebuadloo designer. the delta taadbp shown mart be checked to be a,be'hot the data shoat, ue In ag,rcmrnt wllh the local bu1W1n keel ea natic. j. far wtnd oeaaew Imdse- p"ed apcediatbna or special applied Imda. Valw abown, b"Cs has not been d,tp d for c'orage or oeotpa ..W toads. The delgn aas.wd rampresekm Chords (lop or hottoml ate Coutbtu- ty braced by abeathtog rucks alb aarlse .p.dit'd, Whmnc bouoa, d-t4a to _Ia. era not fully braced blera0y by a properly eppUed 'W "a"s4 they -haute be luao.dIOLI.t . r. r6tea -ban bbeeea w1cna e'e• et 2z f.r 'UPPd gal-ar,tred a'teld from zn gauge hot Grade 40- ®Top athcnabe at, T.I A 657. FABRICATION NOTES limy te, fain "'U01% the Glntmtwr.ban rest'_ Wks drawing to ..If r LT.( This drawing 1, In oonlormanaa with the febrlators plans ead to realot a eaaUnGlog CesponslbUlly far.,ech „ert- auUan, Any dlaezepa,ve are to be put lot writtrtg bcfine cutting ar f b,ieauan, Plate ban aunt lee &.W d wen knathote, knots or distorted pahe Nera esobeban be cut for Ught RU1ng wo.p 1o,enad baatng Con- ahaaraeaawenhabail 6e Iaet.d on hour fees ar• tWb ru11y eat.gdded and sbau be gym- about theptot coda dhuWeabownn- A Szs Nate b 3_ *W,C ne 4- lu.g. A t.G plalo b 6- wide z S' long. Slots (halal ru parallel to the plate knot, apcdned. Oouute cab an sreb roc alas shall meet at the eentrold oflbe web. nmlaa aWecwbe shown,, Connectarptate sties are mlolattmr arts based on the fares shoem et-1 m-y need to he tr.Qeasd for ced-A n bard_ Uog end/are tbn slrwea- This truss 1. cat To6e G6.sealed wllb @e Icur dent treated lumber unless alhawbe ehowR For addWorsal miteenanan on 9u-W Cornb.1,der tin ANSIrM t-t99$ PRECAUTIONARY NOTES !B bracing and crecuen remeanse. O.Os ase I. be fa —.d in am,ntGam with -Haodhoo '.nslali .9 d Brach(. 111e-91- Thies- are to ae handled vnb lauertlar are durtag bendIn tad .G buodlbdCIb C y and I.pt.16t, to er-td 11-c- Tkmporary end ppnanent Or bolding Uea Ira .might end p1�Ag tn uon wad for retsm,g btecal force shall b. Poe- .'e" cod'-''- by others- Cer.Ad berd- bg Is =ScWdl and eraetion btacin` b ahrays ,urinal. Normal F"mutloaalr action for rosss rognkm $Urb I- oralT bracing dullog 256161J0a b<fweea ftu a In arotd loppUog ad da eholog, The supvablGn rd CRdfpa of nrvo .h%U be rmd_ the eaobal of pers•ns cp< Imccd In The IosG11-Um, of hu., a- torabtnnal adeke -hall be aeught If ta.<daL 'oaccaratlan of-DSLMCUoa bads grealrr ran O'..testg.. ICeda .hell na be .Fru.•I to usae at any nme Ile Inds other than she gynt of U,e credo.. rhau be appled to ,oscs .n,lll alter all fula,b,g and bncp,g mmpkloL A.1Ane-%r.tr�w .. . e vrn .f T J I CIVIJ MUNO VALLEY VALLEY TRUS COMMON VALLEY � 0 I � SUPPORTING TRUSSES VALLEY TRUSSES VALLEY TRUSSES (TYP.I SUPPORTING TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP,I • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C, VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET EXCWE AS STTOWN TL UT7 S.A1LC 1120 GA Maronda Systeills 4005 MARONUA WAY SANFOIU), I:L 32771 (407) 321-0064 I=ax (407) 321.3913 TOMAS PONCE P.E. LICENSE 1005006E lego°fiE77rnrvnr.+ n.renn c......,. WO: VALLEY sir IF LESS TIIEII 3.0.0 TIIEII 14OVE DIAGONAL WEB TTO\NEXT PANEL � 714 R 11O515 6 DIAGONAL WE 1 416 316 REQUIRED 1YITII SPANS °R GREATER TITER 26.6-0 3a6 2a4 214 0 0-1 214 310 214 214 214 2x/ 10 4110 316 OR 316 MAX0.0.0 D.C-(TYPI t4t6 21 7 211 � 2x1 OR 326 214 316 on 1416 214 III WHEN OIGAOIIAL WEB PRESEIIT USE 4R6 PL.AIF 10) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24' O.C. (TYPI Eill 7To 214 I VARIES - lJi UP To? 2A4 2x4 3t0 MAX TRUSS SG MAX 6-0.0 O.C. (TYPI �I • BELOW • q - G.C.O.0 I® SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 62 IT IS IIOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 Sp $2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: .2X4 SP 03 PROVIDE ALL 14ECFSSARY TOP CIIORO BRACING, VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (71 160 NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION. OR TWO FEET ON CENTER. 20 BRACING NAILED FLAT TO EDGE OF WED WIT14 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENS1011 AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH I Od NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER TIIAN 8' LONG I. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14%tl Ill PR ANSIRTJ 1.1995 Cont. Support BN/ygkgr 1 14 G: READ ALL NOTES ON TI'IIS SIFIEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CON1RACfOR. 1 BRACING WARNING: Oraciao a6aen ur thh d"'C'14 b 1101 cmcUon b,acb,g, wind brays.,, pm W bracing or stmUau beae(og arhlrb la • Put Or the bulkUng delg0 and which must be canaldered by the buRdioa .Ielgaer, 0rarsng shown b for6tefal sappml d hass mCW'v" od}r io rdnce buckiing IengUL 'd D'Nor do must lr: msde to u¢hor 6tea1 bra .mg -1 ends end aped iaatbm detvmsoed by line brrudlog utt er. Addnlo0al brawl of the or [Russ Plate IuallWle, TPI. Is locatederall at 563 p Qnoll� ptGndL (SeeC. Va -11 0(TPII. 0. begnsti; r071IN Sluds ® 6-0-0 o.C. Cng. Job: DiYg: usg-: 11.1r CM1: TIC Live 16.0 17sf 1'C Dead 7.0 pSr TIC Live 0.0 tisr BC Dead 2.0 I)Sf IT1uss ID: VT Dale: 4-1.1-01 DulFac - Lbr. 1.25 Dutfac - Pll: 1.25 O-C. SpaciTlg: 24.01, Design CmGda: TITI f--n 14-' n-�^. wupanen( mod has been Iwscd on blfoln a(l n -odcd br U,c clicol. The drstgltcr dlsclauns ,r mpeoa16111y (or dan.aso sa - -.It or nlrror Incartect btfom13(Iw1, spcctllotlorb d/or dolma funtbhed to the tnua dolEller the client and 111c eunec(ness or a Brae) fhb I,Jemrlae. as h net ,e6le re n ,.pti it profcel and accepts ,Ia rcapansLiUlr 1>r orcbe no control Mth rcjg"d to rabnm- a 1maYnb.p. Ai,n t and I.."IBUen or T b I— 1_ bole dv,an<d .a .n Ibldual bu8ding eompon,,d to accordance not slrorf 1-1995 and NOS-97 to be In6lvora(cd la,e of the bund.ng deatdn ly n PuUdb.R IV_ I•erlslcr<d mehncet yr profwlonal ibleerl. 1'I.en 1-1-ed Ior --PP-1 br to. ka ,.a de C.,c , Ir,e deai� 1•edmga ,h- at be dmchcd to be sure U,at 1.11e 1.(. slum, on nith the luc,l b.Vdb,S codes, 1 dbnUc rm,rda lor,•b.d er — loads. cct s('cWlalloaa er apccgl eppllcd loads, pa sIn' llnw Iws not been dolV,ed far °Sa or occupancy loads- The design amua,es Praaalo„ el.ol des Ibp er betloml •re eontb,u- r braced br ahoU'in, un1.4se ln<d. 1ph<re hellem ehenb b 3,a alhernthc... •.a fuur braced btmlh br. 1•roparly-appU� «0In9. O f ahauld be b,,-d .l �hnttm spach,E of 10'•O' o.•c cnnncclnr � s11s11 be ma„ufadurtd Irani 20 SauE _hot ':d aa1. 1steel ,I.. nSTaIA 65J, e 10. un-less- oU,embe ahv.a j 1MCATION NOTES 1e fabrlauon, the ratnitator shall rerles !m..blo; to r fr Il,.l U,ta dra,cin6 la on nnance,.W- till (.brlamh,e3 plaaa .nd ce tar lore,, 'In, /v!r dtreepandea raw to lb pet In lrefo c cuWnl; or 44dasUe,.• d �ahnot b< installed orcr o, r btwted P,� •,Men•be.a hnolhelahaU be eul yId II(lbtE rood to .rood bcntln� Con. plate alnll Ise loealed .,., I-elh hcea el x nllh tulb hdy bnbedded and shall be �iteYl the Jolnl unless otirernlse sl.own. A bte b $" e•,delong. /1 Z plate b 6- Irbra(;. W. (hotel ram Parallel to IC 1<r,(:lh al„<a1cA• taon P.. cola en -,h �laa atoll nlecl al th< ee,.lr<td td tole r•cln thensbe a,,_,, Can.,.et_ plate .Ire, inbntua afire Inscd on It.. rnrco m V rr, y raced to be Incased for ee,taln land- �A/er crcc(bn strove. ihb tram- b not brhated w1U. Ilre rta..b.11 beated aldva oU,e,vbe aho.rn- Farr eddlln. bl tmn on AuaOlr Gmrbul rder to �_51/Tf71-19.3 ';AUTIONARY NOTES 7e1* end e,edbn rccen.mendaUona ara ned in ecoerdanee ntUa-FlanyUlF iQ n Unvne, '118.91. l,Ysaes a- to 40 scot, panle'.Iwr ore du, b.a 4andN( iU^C• ddlacr^^ nd 4allanallen to .re10 I for reabLL.F btval�1,rees alu'U Ie �- and b-taUcd bIn,rh all"-, Careful .nd- 'senlyl end aril" b,adn9 tz al.n)a NMI plcraoUouall;cUon 1pr 201113 such lciupolarr In,, b.p durtng belncca trusses to acold lopponS Ineln6. The supmbb,t of laccbon of `rW Ire undo ll.c cenlml of persons �d In the Installation of bunts. anal adAc. stall be soaFhl if needed, �lb.. of cnmaucUel, bad, 4-te, �do1ke. bails shall not toe applied is Ionr I1a1 _ Ne 4r do oil- Man till m, .ftel ell lastcnb'l: ••u•1 1„aduE 2/1 or- HIP GIRDER 11: l�III' BLOCKING ADDED TO TOP CHORD STEP 'I -lip TRUSSES TO SHORTEN. N FOR OSB' NOT TO EXCEED 24110.C.. KING TO BE NAILED TO TRUSSES NAILS @ _12,1' ON CEN_ STAGGERED WI TYPICIL BLOC ON • TE" -'tyc-dl 5 --•�� Marouda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321.0064 Fax ('10) 321-39131 TOMAS PONCE P.C. UCENSF e(1G5(l0(,_ loos OnECr,anOOK Cr OVICOO,rlsr r86 ¢orM1711Yt1: READ ALL (VOTES 0(l1 TIiIS SHEEI•. A COPY CT 11IIS COtVTRACTOR- DRAWING 10 BE GIVEN TO ERECTING BRACING WARNING: b nradnC zho.n on Ud3 dnr.aln! tr nsI e>crUon brodn¢, ,rand bra `rlUcb a pirl of Ute bulldln¢ dvl¢n and ntdch most b: annsldcred U ea 1 sl.m.n b for Idcnl au S• tin d brayv� ,¢ s,mlttr bladnE made to avdtor lateral bra lb r trans nlcn.hcs volt to .educe bucklln IaU, O uU'I!, f dvlenca Il,neln6 addlUonal braeUl E .1 old. and apecui IxaUa,n ddennb.ed FtortMns moat be Ursa Ptµe luslllule, Tp,�erall zlrvdure map Le 1c.latired, 15ee HI O br Um bl.Udbr� dots„er, b Ioolvd .1 SSa Il'p,1a,l,,o U1Me 1.1ad,sn.U� e• sc.•-a,n Jsug. Jvb: Di►g: Dsgar 1'LY Cblc: TIC Live �6.0 Tc Dead 7.0 1Sf •UC Live U-0 psf TOTAL310 n�f Ifuss ID: HIP Dale: 10-201-00 bull-uc - Lbr. • 1.25 UUiI qL -I'll: 1-25 O.C. Spacing= 24-_0'1 Design Crilelia: TPI Coda 0.., B".2-1 DESIGN INFORMATION This design b for an Individual building component and has been based on Information provided by the chcnL The designer dbckhns any responsibility for damages ss A result ( (sully or incorrect WormAUon. specllleations and/or designs furnished to the truss dmlgner by the chenl and the correctness or accuracy of this Information as It may relate to a spe- cifIc project and accepts no responsibility or exen:bes no control with regard to fabrl - Uon. handling. shipment and Installation of busses. This truss has been deslip ed as an Individual building component In accordance Mtl ANSI/rPl 1.1995 and NIBS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shoe must be checked to be sure that the data shown are In agreement with the local building codes, local elbnatx records for wind or snow Inds, Protect sPccgk2Uons or special applied bads. Unless shown, trusts has not been designed for storage or occupancy loads. The design assumes compression chords (lop or botteml are cunUnu- ously braced by sheodlbhg unkss otherwise specNed. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a masymum spacing of 10%0' o e Connector Plates shall be manufactured tram 20 gauge hot dipped galvanized steel meeting ASTIR A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dm-tng Is In eonfomunce With the fabricatofa plans and to realise ■ corillnuing raponslbWty, for such verl. 8catlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Irstailed over knothol, knots or distorted grate Memben shall be cul for Ught fitting wood to wood bwrtng. Con. nector plates shall be located on both faces of the truss Min -Us fully Imbedded and shall be syrR about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A &S plate is G- lide x fr tang. Sots (hola run parallel to the Plate length specified. Double is an web members shall meet At the ttntrold of the webs unless otherwise shown. Connector plate sues arc minimum sues lased on the (o tli shown and may need to be Increased for certain hand. Ong and/or erection stresses. This truss is not to be fabricated with fire retardant treated hmnber unlessotherwise shown For addloonat bformation on QuaUly, Control refer to ANSI/TPI i-199s ri tUAMIONARY NOTES Ala bracing and erection recotunendations am to be foUoa2d In accordance with -Handling but aWng Q 8mcmg'. HI8-91. Trusses are to be handled with particular care during banding nd bundling, delivery and installation to a%old damage Ternporary and permanent bracing for holding trusses In a straight and plumb pos- I ton and for misting lateral forces shall be de+Igad and bsstalled by others. Careful hand- ling is cwa tlal and erection bracing is always �,retpured. Normal precautionary action for lrnrsaes requires such temporary bracing doing Walton between trusses to avoid toppbg d dominoing. The supenislon Of erection of fusses shall be under the control of persons xperfcnced In the (installation of trusses. professional advice shall be sought U needed. :oncenbollon of construcuon Inds greater �Inan the design loads slug no be applied to sses At any tine No loads other then the Csight of the etcetera shag be applied to usses until After sU fastening and bracing ;completed. - - - I..) ham: IUif Urul-I U,L. 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 Wndood per ASCE 7-98, CSC, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl Lw 58.0 ft W= 40.0 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/961 at JOINT #17 L--0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.23" RMB - 1.15 WO: CHEK3 WE: This 4-PLY Hip Master designed to carry 11' 0" jacks (mono truss framed to BC) 4-PLY TRUSS[fastenfasstencw/3fx�0.120" to nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing rach 14s"Pwd1/thru-bolsoWS6 /"x600dscrew at 24" o.c. shall be installed on TC6BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# ..TC...FORCE... CSI .-BC ... FORCE ... CSI 1- 2 -13806 0.25 22-21 12242 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.14 20-19 16654 0.66 4- 5 -20882 0.17 19-18 23651 0.92 5- 6 -24952 0.20 18-17 23651 0.70 6- 7 -24952 0.20 17-16 23649 0.70 7- 8 -20881 0.17 16-15 23650 0.92 8- 9 -20880 0.14 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-11 -13806 0.25 13-12 12241 0,68 4-1-LYS REQUIRED 6.00 u, / 8 T 8X10 3X6 6X8 LOW GX8 3X6 4XG 4-4-8 0-6-6 8X14 4X6 8X10 4X6 8X10 4X6 a 3X4 I 5X6 1-9-11 Face = 0-2-8 3.00 I 0-8 4660# 8.001' `h' iy 18 17 1-0-0 (RO-10-10) I 1475a 40-0-0 EXCEPT AS SHOWN PLATES ARE T 0 GA TESIED PER ANSr/TPl 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 FaX (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 '005 VANNESSA DROVIED0.F1.32766 Design: Mxrir Analysis TI: A ATY:4 _=__=====� ===Joint Locations= =- 1) 0- 0- 0 2) 4- 2-14 9) 32- 6- 0 17) 10) 35- 9- 2 =e== 20- 0- 0 3) 7- 4- 0 4) 11- 6-11 18) 11) 40- 0- 0 19) IS- 9- 9 11- 6-11 5) 15- 9- 5 12) 40- 0- 0 20) 13) 35- 9- 2 21) 7-10-11 4- 2-14 6) 20- 0- 0 7) 24- 2-11 14) 32- 1- 5 22) 15) 28- 0- 0- 0 8) 28- 5- s 5- 5 16) 24- 2-3.1 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF TC Vert L+D -46 From PLF -1- 0- 0 -46 To TC Vert L+D -23 TC Vert L+D -46 7- 4- 0 -23 32- 8- 0 7- 4- 0 32- 8- 0 BC Vert L+D -20 -46 0- 0- 0 -20 41- 0- 0 7- 4- 0 BC Vert L+D -186 BC Vert L+D -20 7- 4- 0 -186 32- 8- 0 32- 8- 0 Concentrated -20 LBS Location 40- 0- 0 BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X Vert 0-- 4 4- 0 4660 Ho"z Uplift Y-LOC Type 39- 8- 0 4660 0 -1621 BOT 0 -1621 BOT PIN H-ROLL 8X10 4X6 T 0-6-6 4-2-6 SX14 3X4 SX6 I 3.00 Face = 0-2.8 08 4660# S.00" 1475# (R0.10-10) r1►N►K11111ti: READ All NOTES ON THIS SWEET. sale = o.Ls9s 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 sontlar bracing which is a pan of the building design and winkh must be considered by tine bulWtng designer Itradng slowit is for lateral support of tnuss members only to reduce buckWng length Phevisions must Ice made to Anchor lateral lancing at ends and specified kheAtions deternlned by the building designer. Additional bracing of the overall structure may be required. (See il(B-91 of Tp11. Reiss Plate Institute. TPI, Is located at 583 D'Onofno Drive. Madison. Wisconsin 537 19) JOB PATH: CATEE-LOKIffOTJFDJR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 par TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33. Truss ID: A Date: 6-26-03 DurFoc - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA NCS. Oa 20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information ptwlded by the client. The designer dbcblms any responsibility for damages as a mutt of faulty or Incorrect inforation. specifications and/or designs furnished to the loos designer by the client and the correctness or accuracy of this bdormauon as It may relate to a spe- c8k project and accepts no responsibility or excreb" no control with regard to fabrlco- tbn. handling, shipment and butallatbn of town. This thus has been designed as an ItndMdual bu8dling component In accordance with ANSI/tPI I-IM and NOS-97 to be incorporated as part of the building design by a Building Designer (registered architect of professional engineed. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown ate In agreement with the local building codes. load climatic records for wind or snow loads. project specifications or special applied lads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conlhnu- ously braced by shealhbng unless otherwise specified, where bottom chords In tension ate not fully braced laterally by a properly applied rigid ceiling, they should be braced at a madmum spa" of ID'-0- o a Connector piles shall be manufactured from 20 gauge hot dipped g.1va.r..a steel meeting ASrM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review Uds drawing to verify that this drawing is In confamunce with the fabricators pins and to malirs a continuing responsibility for such ved- Ikatlon. Any discrepancies are to be put inwriting before cutting or fabrication. Plate shall not be installed over knothole. knots or distorted pain. Members shall be cut for tight fitting wood to wood bearing Con- nector ptates shall be bated on both faces of the tow with nalls fully Embedded and shall be sym. about the joint unlna otherwise shown. A 5x4 plate is 5- wide x 4- long A 6x8 plate Is 6' wide x 6- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmW of the webs unless otherwise shown. Connector plate size are ntnhnwn sues based on the (orces sham and nay need to be Increased (a certain hand. ling and/or erection stresses. This tow b not to be fabricated with vie retardant treated lumber unless otherwise shmm. For additional tn(ormallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance wah'Handling Installing d Bracing". NIB-91. Trusses am to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pa- Ulan and (or misting lateral fortes shall be designed and Installed by others. Careful hand. Ibng b essential and ereclbn bracing b always required. Normal precautionary action for trusses MgUIM such temporary bracing during lnatallallon between trusses to avoid topplIq and dominomug. The supervision of erection of trusses shall be under the control of persons expedenced In the installation of muse. Professional advice shall be sought If needed Con"nlrollon of construction lads greater than the design bads shall not be applied to truss" at arty time. No lends other than the weight of the erectors shall be applied to truss" 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 WEBSI 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE WADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed Eo be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECPIONr 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 04-6 WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced nailedsegments OR 2x4 T-brace of web with w/3"x 0 120" nailslat to edge S paced 8 o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-00. Wadbod per ASCE 7-98, C&C, Va 1Z1➢0h, H= 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. Bld Type. Eacl L= 58.0 ft W= 40.0 ft Truss in 3NT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 TI. B ATYA = -Joint Locations- .... ===a====e 1) 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# 8-8-0 Ilk22-8-0 8-8-0 1 3 4 Face = 0-2-8 3.00 I 0-8 6X8 4X6 8X10 fats 5X6 13.00 Face = 0.2-8 8-3-11 22-0-10 8-3-11 1 11 10 9 1366# 8.00" 1366# 8.0011 (110.10.10) I iQ 40-0-0 L 1-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (R0.10.10 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 VANNE58A DItOV1EDOXI-32766 Design; Mmrit Analysis Will" MIMIX READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Ihb drawing Is not erection bracing, wind bmdjr& portal bracing or strNhr bracing which is a fart of the budding design and which must be considered by the building designer. Bracing shown b (or lateral support of tow members only to reduce buckling length Pmvlstons must be node to anchor bteral bracing at ends and 3pee8led locations determined by the building designer, Additional bracing of the overall structure may be required. (See NIB-91 ofTPI) 141tus Piste Institute. TPI, is located at 583 D'Onofrto Drlre. Madison. Wisconsin 537191 JOB PA771: CATEE-LOKWOMEDIR 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 Dsf Truss ID: B Date: 4-21-03 DufFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT WO: DESIGN INFORMATION This design is for an Individual buMig component and has been based on iJommation provided by the client. The designer dbchbws any responsibility fw damages as a mutt of (nutty or Incorrect Information. specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as it nay relate to a spe- cldc project and accepts no responsibility or uerctses no mnwl wtth regrrd to fabmra- lion, handing, shipment and Installation of trusses. Thn b truss has been designed an an Individual building has In accordance with ANSI/7PI I-I995 and NDS-97 to be Incorporated as part of the budding design by a Building Deilgn rr (regstered archuect or professional engneed. 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. Ioad thralls records fw wind or snow loads, project speculations or special applied leads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rlgld ceding, they should be braced at a maximum spacing of 101-0' o.e. Connector plate shall be manufactured from 20 gauge hot dipped galvanlxed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrfat r shad review this drawling to verify that this drawing Is In conformance with the fabnators plans are to realize a continuing resporotblity, for such vert. location. Any discrepancies are to be put In writing before cutting or fabrication. plates shag not be Installed over knotholes, knots or distorted grain. Members shall be cut for light Wing wood to wood bearing. con. nector plates shag be located on both faces of the trans with nad s fully imbedded and shag be sym. about the joint unless otherwise shown A SO plate Is 5- wile x 4' long. A Cub plate is lT wide x 9' long. Skid (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrotd of the webs unless otherwise shown. Connector plate stm are minbnum sites based on the forces shown and may need to be Increased for "Main hand. bind and/or erection stresses. This in- Is not to be fabricated with fire retardant treated lumber unless other -be shown. For additional iderreatlon on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recorwnendations are to be followed In accordance with 'Handling Installing a sradng•. HIS-9 1. 7lusson are to be handled with particular are during banding and bundi of delivery and installation to avoid damage Temporary and permanent bracing (w holding trusses in a straight and plumb pas- Itlon and for resbUng lateral forces shall be designed and Installed by others. Careful hand. 11" Is essential and erection bracing is always required. Nomad precautionary action for trusses requies such temporary bra" during lnstagation between trusses to avoid toppling and dombwb% The supervision of eredton of trusses stall be under the control of persona expedenced in the installation of trusses. professional advice shag be sought if needed. Concentration of construction leads getter than the design Inds shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing Is completed. TOP CHORDS: 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 ASCB 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 14- 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: Ter 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.53" RMB - 1.15 MULTIPLE LOADS -- This design is the cl3tllposite result of aalltiple 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 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 .......... •••••===..Joint Locations- ............ 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4' 4) 11- 7- 4 U) 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- o 7) 23- 9- 5 14) 23- 9- 5 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -28 -787 BOT PIN 39- 8- 0 2334 0 -757 BOT H-ROLL 9-- 1 0 Q 8X10 3X6 6X8 10X10 6X8 T4X6 8X10 4X6 T 5-0-8 0-6••6A 8X14 6X8 3X6 L0X10 6X8 8X14 0-6-6 4-10-6 J 5X6 3X4 2-1-7 3X4 �l SX6 Face = 0. 3.00 1 -2-0 --�iI 3 00 Face = 0-2-8 0 P'9 i 8-54 1 21-8-10 8-5-11 2 19 18 17 16 15 14 2657# 8.0011 1 12 1 2334# 8.001' CdW;1-0-0 40.0 q A (12) 2X4 866# 1 1394# (��R10W-1-0.10) EXCEPT AS SHOWN PLATES ARE TL20 GA ED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ All NOTES ON THIS SHEET. Eng. Job: K Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dios: Truss ID: 61 CONTRACTOR. Dsgur: TLY Cltk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawling is not erection bracing. wind bracing, portal bracing or similar bracing $ANFORU, FL. 32771 which is a part of the bullring design and which must be considered by the building designer. Bracing TC Dead 7.0 pat DUfFQC - Pit: 1.25 (407) 321-0064 Fah( (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. TOMAS PONCE P.E. Addluonal bracing BC Live BC Dead 0.0 psf O.C.Spacing: 24.0" P J' Design n Criteria: TPI of the werall structure may be required. (See HID-91 of TRI. LICENSE #0050068 frnns Plate Institute. lid. Is bated at 583 D'thwfrlo Drive. Madison. Wisconsin 53719h. 10.0 psf Code Desc: lass VANNFSSA DROVICDO.Ft.3276e I TOTAL 33.0 psf 1 V•09.050 -21 46- Design. Mmrir Andfrsts JOB PATH: C:ITEE•LOKWOMED(R TICS: 0R20.02 DESIGN INFORMATION Thb drslp Is for an individual budding component and has been based on idormatfun provided by the client. The designer dis dalms any responsibility for damages as a result of faulty or incorrect Information. specUlcatlow and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cdk project and accepts no responsibility or exertdses no control wv1Ur regard to fsbrin- tbn, handling, shipment snd installation of trusses. This truss has been designed as an Individual building component in accordance with ANSIRPI 1-1995 and NOS-97 to be incorporated as pad of the building design by a Building Designer (registered architect or professional en0need. 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 reeotds for wind or snow loads. project apeeUlcatons or special applied loads. Unless shown. truss has not been deslgted for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxIMum spading of 10'-0- o a Connector plates shall be manufactured from 20 gauge hot dipped ythanlrad 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 plum and to real tre a continuing rasponsibWty for such ved. flcatbn. Any discrepancies are to be put in wM ft before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for light Owing wood to wood bearing. Con- nector plates sham be located on both face of the truss with nails fully bubedded and shall be sym. about the joint unless otherwbe shown. A 50 plate b 5- wide x 4- ling A fucB plate is 6" wide x r long Blom (holes) run panUkl to the plate length specified. Double cuts on web members sham meet at the centrold of the webs unless otherwise shown. Connector plate stress a are mbnum sure based on the forces shown and may need to -in-infor certain hand- .4 lot erection stresses. This truss Is not to be fabricated with file retardant treated lumber unless otherwise shown. for additional tndort aton on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing Q Bracbrr. HIS-9l Tnusesareto be handled with particular care during banding and bundWy, delivery and installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pas. Won and for resisting lateral forces shall be deigned and installed by others. Careful hand. Ung Is essenULI and erection bract" is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control d persons experienced In the installation of trusses. Professional advice shall be sought m needed. Concentration of construction loads greater than the deign loads shall not be applied to trusses at any Ume. No bads other than the weight of the erectors shall be applied to trusses until after ail fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBSt 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the ccuPOsite result of imsltiple 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 T WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MOST 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 )mat extend at least 90% of web length 2x6 Brace required on any web over 141-00. WndLod per ASCE 7-98, C&C, V- 125mph, Hw 15.0 ft, I_ 1.00, Etp.Cat. B, Rzt- 1.0 Bld Type. Encl L- 58.0 ft Ww 40.0 ft Truss in IM 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: • ••_.----Joint Locations.es...... __ 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 SOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 99211 Support 2 loll# 6X8 8X10 "a Face = 0-*'S- 3 OV 4 of 0-8 Q I 3.00 T 0.6-6 5-66 SX6 T Face = 0-2-8 9-7-11 19-4-10 1 9-7-11 I 1366# 8.00" 8 G 1-0-0 1366N 8.00" EXCEPT AS SHOWN( PLATESARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-1.1510) 9 ■ scale = 0.1595 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNE53A OROVIEDO.wL32766 Design: Mmrit Analysts WAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which b a pad of the building design and witch must be considered by the building destgter. Dracitg shown is for lateral support of truss members only to reduce buckling length Provisions must be made to wrchor lateral bracing at ends and specified locations determined by the building designer. Addltonal bracing of the overall structure may be required. (See HIB-91 of TPO (truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wtsconsln 53719). JOB PATII: C.ITEE-LOKIHOMEDIR TOTAL Eng. Job: Dwg: Dsgar: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 Dsf Truss ID: C Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 0&20.02 DESIGN INFORMATION Thb design Is (won Individual building component and has been based on Information provided by the client. The designer disclaim any neporuibimty for damages as a result of faulty or (nrnnect Information, speeUlnUons aid/or designs furnished to the truss designer by the client and Ute correctness or accuracy of thb information as A may relate to a spa. cme project and accepts no mpom,"ity or exercises no oonttol wM �d te fabrlca- don, handling, shipment and installation of trusses This tress has been designed as an individual budding component in accordance with ANSI/7P1 I - I W5 and NDS-97 to be Incorporated as part of the budding design by a Bulling Designer Iregbtered architect or profenional engmrcrl. When reek-ed for approval by the budding designer. the design Imdtnq shown must be checked to be sure dot the data shown ate ion agreement with the local building codes, bean eWmUc re nrds for wind or snow loads. project specifications or special applied Inds. Unless shown, tow has not been destpled for along or occupancy loads. The design assumes compmsion chords (lop or bottom) are conU nu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rWd ceding, they should be braced at a maximum spacing of loAr o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlred steel meeting ASTM A 653, Grade 40. unless oUwrwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dn-bM to verify that this drawing Is In conformance with the fabrlcaloes plus and to realize a continuing responsibility for such veA- Ikatbn. Any discrepancies are to be put in writing before cutting or fabrk2Uon. Plates shall not be bstailed over knotholes. knob or distorted pain Members shall be cut for tight iltteng wood to wood beating. Con• nector plates shag be located on both faces of the truss wM nalb fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5' wife x 4- long A 6x8 plate Is 6- wide x 8- long. Slob (holes) rem parallel to the plate knglh specified. Double cub on web members shag meet at the centroW of the webs unless otherwise shown. Connector plate sum ate mWmum sic based on the forces ahoam and may need to be increased for «riami hand- ling and/or emcUon stresses. This tow b not to be fabricated with fire retardant treated lumber unless other -be shown. For additional information on Quality Control refer to ANSIfM 1-19Z PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling InstalWng a Bracmn jr, HM-91. Trusses are to be handled with particular awe during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- lllon and for resisting lateral force shall be destped and installed by others. Careful hand. ling is eaxntlal and erection bracing b always required. Normal precautionary action for trusses requires such temporary bnctng during trlstalht)on between trusses to avoid toppling and dammobn& The supervision of erection al trusses shall be under the control of persons expokned in the installation of trusses. Professional advice shall be sought If needed. ConcentmUon of construction loads greater than the design bads shall not be applied to trusses at any time. No cods other than the weight of the erectors shall be applied to town unill after all fastening and bracing b completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D. 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 cmposite 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" MXK HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB - 1.15 n 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 So o.c Brace ratrst extend at least 90% of web length 2x6 Brace required on any web over 14'-0". Wndl.od per ASCE 7-98, CatC, V- 121.h H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.�O� Bld Type- Encl L. 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Ialpact 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: C1 ATYA a----a----=-enaJoint Locatiow= era--aaee:_a--- 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 BBARIM LOCATION----- X-Loe 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# 10-0-0 20-0-0 10-0-0 1 3 5 6X8 8X10 6X8 Q 5X6 3.00 Face = 0-2-8 lk 9-7-11 1, 12*10 9-7-11 1 8 6 13661Y 8.00" t366R 8.0011 CCf��1-0-01. 40-0-0 L 1-0.0 A S (12) 2X4 (R0.10.10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1595 li Face = 0-ps3 0V_-0 wl 0-8-0 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: SM" shown on this dmwbng b not erection bnctng, -Ind bracing, pool bncing or stmdar bnci ng 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 spect led locations determined try the building designer. Additional bracing of the overall structure may be required. (See 1118-91 ofMl. (Truss Plate institute. TPI, is batted at 593 D•Onefno Drive. Madison. Wisconsin 537191 Eng. Job: 0: CHEK3- Dwg: Truss ID: Cl Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac -7 Lbr. 1.25 TIC Dead 7.0 psr DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead to-o psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21 AAA. e RCS: 08.20.02 DESIGN INFORMATION This deign Is for an Individual building component and has been based on lnfomation provided by the client. The destgrer disclaims any responslbWty for damage as a result of faulty or Incorrect information. spetllkauoro and/or deigns furnished to the truss deign-.- by the client and the co:mectness or accuracy of this information as It may relate to a spe. elite prgca and accepts no responsibility or eurcJaes rw control a1Un regard to tabrta- tlon, handltng, shipment and Installation of truve. This trusts has been designed u an Individual building component in accordance will ANSI/TPI 1-19% and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered srchlled or pmfesslonal englrneed• When reviewed (or approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the gal building code, tool run. -arc records for come or snow )ads. project speetllauons or special applied loads. Unlev shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bataral sre conunu- ously braced by sheathing unless otherwise specified. Where bottom chards In tension are not fully braced laterally by a properly applied rigid ceiling„ they should be braced at a maximum spacing of 10--V o.a Connector plates shall be manufactured fruro 10 gauge hot dipped gahanUed steel meeting ASIM A 657. Grade 40. unless otherwise abown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dra" to vertfy that this drawing is in conformance with the fabAator's plops and to reagra a conUnuing responalbWty for such verl- nestlom Any discrepancies are to be put in wining before cutting or fabrication. PWtes shall not be installed over knotholes. knots or distorted gram. Members shad be cut for light (Itting wood to wood hearing. Con- nector plates shag be looted on bah faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A SO plate is 5- wide x e- long. A 6x8 plate is 9' wide x 8' long. Slots (hoks) rw parallel to the plate Length specified. Double cuts on web members shall meet at the centuold of the webs unless otherwbe shown. Connector plate sixes are minaaum atria based on the force shown and may need to be Increased esfor certain hand- Wg and/or erection stress. This truss is not to be fabricated with fire retardant treated hanber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bmetnng and erection recommendations are to be followed In accordance with 'Handling installing Q Bracing'. HIS-91. Trusses are to be handled with particular ore during banding and bundling. delivery and btstallntlon to avoid damage. Temporary and permanent bracing (or hohlmg trusses in a straight and plumb pm- Itlon and for resting lateral form shall be designed and trtstalled by others. Careful hand. Iing is essential and erection bmcbn# Is always required. Normal precautionary action for (russ= requires such temporary bracing during installation between trusses to avoid toppling and dwnlnolny The supervision of erection of trusses shall be under the control of persons experteneed In the Installation of trusses. asrdcaslonal.d�ke shall be sought if needed. Concentration of construction loads greater than the design Wads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shag be applied to trusses unto otter 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 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 CHEK3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All CMWRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C✓tC, V= 125xph, H- 15.0 ft, I- 1.00, Exp.Cat. S, 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 Fact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI .BC ... FORCE ... CST 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 3564 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 TI: D ATY:2 - - aaaae7JointLocations..======a---=a- 1)a=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 BBAR3= LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT R-ROLL 114-0 174-0 114-0 1 2 4 6 6 006.00 6X8 Face = 049 0-8 vv ) 8X10 6X8 bAb 13.00 Face = 0-2-8 P°5 LO-11-11 16-8-10 10-11-11 13661,< 8.00" 13 1 IL 1 9 8 1366# 8.00" 40-0-0 CC{��A (12) 2X4 (I 10) EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 Lmaron,da Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bmctrtg, portal bracing or similar bracing which Is a part of the building deign and which must be considered by the building designer. Bracing shown is for lateral support of thus members only to reduce buckling length Provtsioro must be made to anchor Lateral bracing at ends and specified bcauolu determined by the building designer. AddlUonal bracing of the overall structure maybe required. (See IIIS-91 of TPI). (Thm Plate Institute. TPI, Is located at 583 D'Ono(rfo Drive. Madison. Wisconsin 537191 Eng. Job: WO: CHEK3 Dwg: Truss ID: D Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21649- f - furs. t,.uccv.vrtmvmwrrt HCS: 08.20.02 DESIGN INFORMATION This deslpt B for an kndlv(dual building component and has been based on infomution provided by the client. The designer disclaims any responsibility for damage as a result of faulty or Incorrect btfomsuon. speclllntlons and/or destgs furnished to the truss designer by the client and the correctness or accuracy of this lnfomutlun as n may relate to a spe- cMc project and accepts no responsibility or exercises no control hvlUh reprd to fabrtca- tion. handling. shipment and installation of trusses Thb truss has been designed as an Individual building component in accordance with ANSI/7P1 1.1995 and NOS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneM. when reviewed for approval by the budding designer. the design I=dUW shown must be checked to be sure that the data shown are in agreement with the local building codes. Local clbnsue records for wind or snow, Inds. project specifications or special applied Loads. Unless shown. thus has not been deigned for storage or occupancy Inds. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where balloon chords in tension are not fully braced laterally by a properly applied Agid ceWng they should be braced at a maximum spacing of 10r-W o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanted steel meeting ASIM A 553, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that thu drawing is in conformance with the fabricatuYs plans and to malme a continuing responsibility for such vert. fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Cow nector plates ahog be located on both Bees of the truss with rugs fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x$ plate Is 0' wide x 6' long. Sits lholesl run paragel to the plate length specmed. Double cuts on web mantum shag meet at the centnNd of the webs unless otherwise shown. Connector plate sire are minkmum sire lased on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This ln= is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional ttdonmallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recoaunendatbns are to be followed In accordance with 'Handling tnstagirng Q Bracing'. HIS-9 1. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos. itlon and for resbWng lateral form shag be designed and Waged by others. Cueful hand. Ling Is essential and erection bracing b always required. Normal precautionary action for Cusses requires such temporary bracing during Wtallaltm between trusses to avoid topphng and dominofng. The supervision of erection of theses slug be under the control of persons experienced in the installation of trusses. Professional advice shag be sought D needed Concentration ofeonstuetion Loads greater than the design Inds shag not be applied to trusses at any lime No bads other than the -eight of the erectors shag be applied to tosses 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 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE t 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: To 0.21" RM B . 1.15 Q0 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the ccagosite result of aanaltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125uph, H. 15.0 ft, i. 1.00, Exp.Cat. B, K:t. 1.0 Bld Type. Encl L= 58.0 ft W. 40.0 ft Truss in l :one, TCDL. 4.2 psf, BCDL. 6.0 psf Ingsact Resistant Covering and/or Glazing Reg 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 1- 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 6X8 3X4 6YR Face = 0-1k 123?U� �I 0-8 TI: E ATY:2 .c. Joint Locations. ... ==.... a..== �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 ---Minx. REACTIONS PER BEARING LOCATION ----- X-LOC Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 92 -974 DOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 6-LOb 0.6-6 5X8 13.00 Face = 0-2-8 F� 1 12-3-11 14*10 12-3-11 1 13 1 11 1 9 g 13661Y 8.00" 1366# 8.00" 1-0-0 40-0-0 _ _ _ CCfY 1l"/ PLA (12) 2X4 �l(R�1►0'u10-10) EXCEPT AS S11OWN PLATES ARE T1.20 GA TESTED PER ANS1/TPI 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.006 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WMNINU: 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 bu9Nng design and which must be considered by the building desgpher. Bracing shown Is (or 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 maybe required. (See IDEA I of M. rituss Plate Institute. TPI. Is located at 50 D'Onofrlo Drive. Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 Psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: E Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Manx Andysis JOB PATH: CATEE-LOK1110MED1R HCS: 0820.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer diselainu any responsibility for damages as a result of faulty or tncwrect information. specifications and/or designs fumbhed to the truss designer by the client and the correctness or accuracy of this Infomution as it may relate to a ape- rmlk prgect and accepts no responsibility or ueresao no conluol with regard to f�brlca- tion. handling, shipment and installation of trusses. This thus has been designed as an individual budding component in accordance w [a ANSWITI 1.1995 and NDS-97 to be Incorporated as part of the budding design by a Buelding Designer (registered architect or profeasionol engineed. 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 e8matk records for wind or snow loads. pra)eet 3pee8mcatior13 or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assume compression chords (top or bottoml are tontinu. ouuly braced by shenthi ng unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied r Wd ceding, they should be braced at a maximum sparing of 10`4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped gaWanlred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES 1"" to fabrication. the fabricator shall review this drawing to vertfy that Oils drawing is in cenformance Nth the fabstcaloh plans card m realize a continuing responsibility for such vest. flcatbn. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be installed over knotholes. knots or distorted grain Members shall be cut for light AU09 wood to wood boring. Con. nector plates shall be located on both fain of the truss with nalb fully imbedded and shad be sym. about the Joint urdess otherwise shown. A Us plate Is 5- wide x 4' long A 6x8 plate b 6' wide x Ir kmg. Sob (holes) ram parallel to the plate length specified. Double cub on web members shall meet at the cenlrold of the welas unless otherwise shown. Connector plate sites arc mini"um at= based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This Onus Is not to be fabricated with lie retardant treated honber unless otherwise shown. For additional information on Quality Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES Au bracing and erection recommendations are to be followed In accordance with -Handling instilling A Bracing'. luB-91. Trusses ate to be h"Aled with particular core during banding and bundling, delivery and butaBatlon to aveld damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas. nion and for restating lateral forces stall 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 kolallallon bdween tmsm to avoid toppling and dombuorng, The sup-tsron of erection of trusses And be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed Concentration of construction Inds greater than the design loads shall not be applied to trusses al any tons. No bads other than the 1ph wet of the ereMn shall be applied to incises until after W fastening and bracing b 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 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULEt Support 1 973# Support 2 100711 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 L3VB LOAD DEFLECTION: T- 0.21" RMB - 1.15 Face 12-23%0 1 0-8-0 I I 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. Wndlood per ASCS 7-98, C&C, V- 125uph, He 15.0 ft, i- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl Le 58.0 ft We 40.0 ft Truss in In 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 ATY:2 = avo--a=w=Joint Locations --ace=====a=... a -1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11. 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 BUT PIN 39- 8- 0 1365 0 -1007 BOT H-ROLL 6.00 7-6-6 0-6-6 3X8 T Face = 0-2-8 i 13-7-11 1, 114-10 k13-7-11 13 10 1366/! 8.00" 1 l t 9 g' 1_0.0 1366# 8.00" L 1-0-0 CC���) 40-0-0 A (12) 2X4 (R0-10- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 10) scale = O.110) (Maronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OPLOVIEDOXI-32766 Dents: Mmrtr Analy:it VVAKNIN4: 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. porW bracing or similar bracing which is a post of the bu9dmg 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 bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss Plate Institute, TPI, b located at 583 Donofrio Drive. Madison. Wisconsin 537191 1 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10-o psf TOTAL 33.0 DO Truss ID: F Date: 4-21-03 DurFoc - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS. 08.20.02 DESIGN INFORMATION This design b for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect tnfomution. Spectileatio and/or designs furnished to the tress designer by the client and the correctness or accuracy of this Infomatbn as it may relate to a spe- clflc project and accepts no responslbWty or arenssaes no conuol with regard to (abrto- tion. handli% shipment and installation of trusses. This truss has been designed as an tndNldual budding component in accordance with ANSIrM 1.19% and PIM97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engaeeri. 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 cllmatle rtcotmb for wWd or amw loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contlnu- ousty braced by sheathing untess otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxi num spa" of f0'-V 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 drawwbng to verify that this dmwing Is in confornance with the fabricators plans and to mall re a conunumg responsibility for such vert. (lotion. Any discrepancies are to be put in writing before tutting or fabrication. Plates shad not be totalled over knotholes. knots or distorted grain. Members shall be cud for dglrt fitting wood to wood bearing. Con- nector plates shall be located on both faro of the bum with nalb fully imbedded and shall be syrn about the joist unless otherwise shown. A SO plate is 5' wide x 4' lung. A 6z8 plate is 8' wide a 8' long. Slots (holes) rem parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes ate m1nbmum stres based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 9landling stallingInQ Bradne, HI13-91. Trusses are to te be dandled with particular cam aduring banding and bundling. dcUvcry and installation to avoid damage Temporary and permanent bracing for holding tosses In a straight and plumb pas. Ition and for resisting lateral (area shad be designed and Installed by others. Careful hand. ling b essential and erection bracing b always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppIlng and dommoag. The supervision of erection of trusses shod be under the control of persons e.[perienced in the installation of tresses. Professional advice shad be sought If needed Concentration of construction loads greater than the design I=& shad not be applied to trusses at any lane No bads other than the weight of the erectors shad be applied to tosses wmla after all (astening and bracing Is completed. B: 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 2,4,6 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 DEFLECTIONt T- 0.20" RMB - 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the clat47osite result of awltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndL.od per ASCE 7-98, CrEC, V- 125mpb, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bid 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 gazing 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 ATYA - --Joint Locations-- ..... 1)--0--0 -0 5) 31- 7-12 9) 24- 7- 8 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8. 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 105 -970 B(yT PIN 39- 8- 0 L365 0 -1008 Bur H-ROLL 15-0-0 1U-0-0 15-0-0 t 2 5 0 6X8 6X8 Face = 048--- 12-2-03 00 I � 0-8 DAD 13.00 Face as 0d-8 14-8-8 9-3-0 14-8-8 11 1366# 8.00" 1 8 � t-0-0 1366# 8.00" 40-0-0 10-0cd5A�t1@) A (12) 2X4 I'(Ralato) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 WARNING: READ All NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.o psr DurFac - lbr. 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bmctn& wad bracing, portal bracing or stmdar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 FaX (407) 321-3913 shown b for lateral support of truss members only to reduce buckling length. Provisions must be BC Live o.o p O.C. $ mein 24.0"ar Spacing: TOMAS PONCE P.E. node to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIBar Design Criteria: TPI 9 LICENSE #0050068 frms3 Plate institute. TM. b located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) Code Dese: loos VANNCSSA Dn.ovlEDOXI-32705 1Lrie... l/..,.:. I....A..:. I ,.... ..1-1 ....... I.......... TOTAL 33.0 psf I V:09.05 02- 2 65 - 1 HCS. 08.20,02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION Thb design b for an Individual building component and has been lased on inforrutlon provided by the client. The designer diselainn any responsibility for damage as a mutt of faulty or Incorrect Idorostlon, speeUlcatfons and/or deigns furnished to the truss designer by the client and the correctness or accuracy of this Information as R may relate to a spe. chile project and accepts no responsibility or exercises no control with regard to fabrlca- lion. handling. shipment and installation of trusses. Thb taw has been deigned as an individual building component in accordance with ANSI/TW 1-1995 and NOS-97 to be incorporated as part of the building design by a Building Designer (registered architect or profeswlonal engneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agcemenl with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. thus has not been destped for storage or occupancy bads. The deign assumes compmsslon chords (lop or bottoml are conunu. ously braced by sheathing unless otherwise specMed. Where bottom chords in tension are not fully braced laterally by a Property applied rigid ceiling, they should be braced at a mwdmum spacing of I01-0- 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 d this rawing to verify that this drawing is in eodorroanee with the fabricators plans and to really a eonttnuing responsibility for such ve:rl- flcatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plate shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight 0tting wood to wood beortng. Can. nector plates shall be located on both face of the truss with nalb fully Imbedded and shall be sym, about the joint unless otherwise shown. A 5x4 plate b 5- wide x 4- long. A 6x8 plate is IV wide x 8' long Skis (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate site one nitnmum ales based on the forces shown and May "eed to be increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with vie retardant treated lumber urde37 otherwise shown. For additional information on Quality Control refer to ANSWITI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 9landbng InataUbng & Bracing. NIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and tnstallnUon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for misting lateral forte shag be deigned and Totalled by others. Careful hand. @ng Is essential and erection bracing is always required. Normal Precautionary action for troves requires such temporary bracing during Installation between trusses to avoid toppling and domi noing. The supervision of erection of trusses shall be under the control of person experienced in the Instasallon of trusses Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6* SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3 WndLod per ASCE 7-98, C&C, V. 125mph, Hw 15.0 ft, Ia 1.00, Exp.Cat. B, Xzta 1.0 Bld Type. Encl La 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 L=-0.06" D--0.06" Ta-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.04- MAX HORIZONTAL LIVE LOAD DEFLECTION: Ta 0.02" RMS a 1.00 T r 6.00 CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 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 1- 2 -2367 0.50 2- 3 -2302 0.34 3- 4 -2065 0.49 4- 5 -2283 0.34 5- 6 -2348 0.51 --BC ... FORCE ... CSI 10- 9 2054 0.55 9- 8 2033 0.48 8- 7 2036 0.54 H ATYA a=Joint Locationsaa==aa =eaaaa w1)w-0- 0waa - 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) o- 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 SC 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 �X1U 6X8 2X4 2X4 4-0-6 0-6-6 5X6 8X10 3X8 SX6 M M 20-0-0 10 1381# 8.0011 9 8 7 11-1-9-9 1368# 8.0011 20-0-0 L1-1-9 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PE 4ANS1/TPI 1-1995 4304 j 1--1-7) scale = 0.3010 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Tnlss ID: H CONTRACTOR. Dsgor: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a Part of the building design and which must be considered by Una budding designer. Gracing TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bm" at ends and specified locations determined by the building designer. Additional bracing of the BC Live BC Dead 0.0 par O.C. Spacing: 24.0" Design Criteria: TPI LICENSE overall structure may be required. Mee NIB-91 of Troll. rrnlss Plate 10.0 par #0050068 1005 VANNES" Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 537191. Code Desc: D0.OVIEIxr.F1.32766 TOTAL ' 33.0 psf V:0 02- 21 5 - Design: Alafrir Analysis JOB PATH. C:ITEE-LOKIHOMFDIR .OS HCS: 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 bdormaUon provided by the spent The designer dbclairu any reponsroWty for damages as a "suit of faulty or btwtrect Infomntion. specifauam and/or designs fumbled to the truss designer by the client and the correctness or accuracy of this bJormation as R may relate to a spe• clue project and accepts no responsibility or exewes no control with regard to fabrice• 110111. handling. shipment slid Installation of trusses. This truss has been designed as an Individual building component in accordance w1U ANSl/7P1 1.1995 and NDS-97 to be incorporated ss part of the building deign by a Building Designer (registered architect or professional mincer) When reviewed for approval by the building designer. the design loadbign shown must be checked to be sure that the data shown re ain agreement with the kcal building cods, loll eUmaUe records (m wad or snow bads. project 3MCIfIallons or special applied bads. Unless shown. truss has not been designed for storage far occupancy bads. The design assumes compression chords (top or bollomi are eo cunu. ously braced by sheathing unless otherwise speeUled. Where bottom chords In tension are not fully braced Laterally by a properly applied ngd celibng, they should be braced at a ma)MnUm spacing of 10'-V o.e Connector pbtes shall be manufactured from 20 gauge hot dipped gahanlaed steel meeting ASTM A 653, Grade 40. unless otherwbe shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plains and to mahre a continuing responsibility for such verl• (lotion. Any discrepancies are to be put in writing before cutting or rabnatIon. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be tut for light Atlbng wood to wood bearing. Can. nector plates shall be baled on both fate of the truss with nalb fully imbedded and shall be "in about the join unless otherwbe shown. A 50 plate Is S' wile x 4' king. A rug plate Is 6' wide x 6' king. Slots (holes) run parallel to the plate Length specified. Double cuts on web members shall meet at the centmid of the webs unless olherwbe shown. Connector plate at= are mtninum sues based on the forces shown and may need to be Increased for certain hand. Itng and/or erection stresses. This truss Is not to be fabricated with Ile retardant United lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIi1Pl 1.1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations arc to be followed In accordance with 'Handling Installing a Bac11119'. HIB-91 Tntsss ate to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporory and permanent bmcuyt for h"kling trusses In a straight and plumb pm- Man and for resisting lateral forces shall be deigned and Installed by olhcrs. Careful hard. Ung Is essential and erection bracing Is always required. Noma) pteauUonay action for trusses requires such temporary bracing during Utstallalion between tnmes to ovoW toppling and dominobng. The supervision of em"Uan of trusaes shall be under the central of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to muses at any t6ne No loads other than the weight of the erectoa 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 1 547# 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 6.00 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the coirposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CBC, V. 125aph, H= 15.0 ft, Iia 1.00, Exp.Cat. B, Rzt= 1.0 Bld Types, Encl Le 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 4X8 4X6 o7C8 3X8 TI: I ATY: - .=...J===a=a= Joint Locations===a=a 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) Ll- 0- 0 ---MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 31 -547 DOT PIN 19- 8- 0 659 0 -496 DOT H-ROLL Q-6-6 4 5X6 r T 1 712# 8.0011 - 71 660q 8.00" 1-1-9 (RI-1-7) I r" 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3171 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNMA DIIOVIEDO.i'1.32766 Design: Mmrir Analysis WAKNINIU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwbng Isnot erection bowing. wind bracing. porW bracing or similar bracing itch is a pan of the building deign and which mot be considered by the building designer. Bracing shown b for tatml support of truss member only to reduce buckUng length Prvvisbn3 must be made to anchor lateral bating at ends and 3pecgkd locations detemdned by the bu" designer. Additional bracing of the overall structure may be required (See HIB-91 of TPIi. rrrusa Plate Institute. TPI. b looted at 583 D'Onofrlo Drive. Madison, Wisconsin 53719) JOB PA77i. C:17EE-GOKIHOMPDfR EDg. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 atf Truss ID: I Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: RCS: 08,20.02 JB: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. WO: DESIGN INFORMATION This design b for an tndMdual building component and has been based on Information provided by the client. The designer dbelaens any responsmWty fw damages as a result of faulty or (morrect Infortiation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infor aauon as n may relate to a spe- cNc project and accepts no msponsbWty, or exercises no control wiW negtrd b fairies- tlon. handling, shipment and installation of trusses. This truss has been deslgned as an Individual building component In accordance with ANSI/7P1 1.1995 and NDS-97 to be Incorporated as put of the building design by a Building Deslgwr (registered architect or Professional eageteed. 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 lad building codes. local cdmalh records for wind or snow bads. Piled specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords Ibp or bottam) are conllnu. oushy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 101-0- o.c. Connector plates shall be manufactured from 20 gauge let dipped Glhanl:sd steel mating ASTM A 653. Code 40. unlw otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review fhb drawing to verify that this drawing is In conformance with the fob toes plans and to malUe a continuing responsibility for such vert- ileallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed Over knotholes. Imds or distorted grain Members shall be cut fw tight MUng wood to wood bearing Con. nector plates shall be located on both faces of the truss with trails fully embedded and shall be sym. about the Joint unless otherwise shown. A 50 plate is 5- wide x V long A 6x8 plate is 6" wide x 0' long. Slots (hohesl run parallel to the plate length specMed. Double cuts on web members slag mat at the centrold of the webs unless otherwise shown. Connector plate sloes arc minimum acres based on the forces shown and may need to be Increased for certain hand. I^g and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown For additional Information on Auallty, Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling installing Q Bracing', HIB-91. Trusses are to be hurdled with particular care during banding and bundllit& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses It a straight and plumb pas. Rion and for resisting lateral forces shall be designed and installed by others Careful hand- Wg is essential and erection bracing Is always nsfubed. Normal precautionary action for trusses requires such temporary bracing during Instalki0on between masses to avoid toppbg and dond noing. The supervblon of erection of louses shall be under the control of persons experienced In the Wtallauon of traces. professional advice stall be sought if needed. Concentration or construction loads greater than the design loads shall not be applied to trusses at any lane. No bads other than the welght of the erectors shall be applied to trusses unW alter at fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 532# 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 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, C&C, V- 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bled Type= Bac1 L= 58.0 ft W= 20.0 ft Truss in ]Nf zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Reg 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 :J __..... __... ==Joint Locatlons-==z===__..===- 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 ----MAR. 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 DOT H-ROLL 10-0-0 10-0-0 11 1 2 4 5 -TO-0-1 4X6 712N 8.00" 1 (R1.1_�'� 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1006 VANNESSA OROVIED0.FL31766 Design: A4xnr Analysts 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 w 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 sous metubera only to reduce bucking 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 HIO.91 of TPB. Muss Plate Institute. TP1. is located at 583 D'Ono(do Drive. Madison. Wisconsin 53719). JOB PA771: CATEE-LOKWOMEDJR T 1 712# 8.0011119 fro -- I scale = 0.3010 Eng. Job: Dig: Dsgar: TLY Chk: WO: CHEK3 Truss ID: J 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: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V-0 05 2- 2 656- HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Indisuk al buditg component and has been based on infomatlon provided by the client The designer disclaims any responsibility far damage as a rcult 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 U may relate to a spe- cDlc project and accepts no responsibility or exercise no control with regard to fabrka- llon. handling, shipment and Installation of messes This truss has been deigned as an Individual building component In accordance wilt ANSINPI 1.19% 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 boding; shwa must be checked to be sure that the data shwa are to agreement with the local building code. local dimatic records (or wind or snow bads, project specUlaUons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing lhi unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of Id-O" O.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrlalor shall review this dmwing to verify Out this draw" b In confonnsntt whir the fabnatola plane and to reshze a conitrhuing reponsibWly for such vM- ticaUon My dbcrapancks are to be put to writing before cutting or fabrication. Plain shall not be Wtamed Over knothole. knots or distorted gain. Members Shan be cut for light fitting wood to wood bearing Con- nector plates shaD be located on both faces of the gnus with natb fully Imbedded and shall be sym. about the joint unless otherwise shown A sea plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long Slots (holes) cam parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown Connector plate sine are minimum sizes based on the fames shown and may need to be increased for certain hand- ling and/or erection stresses. This taus is not to be fabricated with (be retardant treated lumber unless otherwise shown. For additional U,=.Uon on Quality Control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be (*Vowed In accordance with 'Handling lnstAU1 g & Bncbng'. HID-91. T uses are to be handled with particular care during banding and bundWg, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for misting lateral forces shall be designed and InstaUed by others. Careful hand- ling Is essential and erection bracing b always required. Normal V.eautionary action for busses require such temporary bracing during lnstallaUon between trusses to avoid toppling and domtnobg The •upovbion of erection of busses shall be under the control of persons experlenced In the WlaUatlon of trusses professional advice $hall be sought D needed. Concentration of construction bads greater than the design bads shall not be applied to tncsses at any one. No loads other than the weight of the erectors shall be applied to trusses until after allfastening 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 DEFLECTIIONt L/999 L=-0.03" D.-0.03" Tw-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEPLBCCION: Tw 0.01" RMB = 1.15 5-9-15 0-6-6 : CHEK3 WE: MULTIPLE LOADS -- This design is the coalposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CBC, V= 125nph, H= 15.0 ft, ie 1.00, EM.Cat. B, Xzte 1.0 Bld Type. Eacl L. 58.0 ft W- 19.5 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iapact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -947 0.26 2- 3 -737 0.22 3- 4 -740 0.27 4- 5 61 0.20 .BC ... FORCE ... CSI 8- 7 801 0.46 7- 6 749 0.45 4X6 DAB 700# 8.00" 1-1-9 _ ildL 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mont Andipsis VyPiKIVII Ili: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Sm" shown *n this dmwbg Is not erection bracing, wind bracing, portal bmeing or similar bracing which Is a pout of the building deign and which must be considered by the building designer. Bracing shown b for lateral support of thus members only to reduce buckling length. Provtstons 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 TPII frrnss Plate Institute. TPI. is baled at 593 D'Onofrto Drive. Madison, Wisconsin 53719). JOB PATH: C.17EE-LOKIHOMFDIR TI: w awe==Joint Locations =a=an======aaa:e =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 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf 5-6-6 0-9-10 3X4 636H 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: V:09.05.02- 21657- 1 HCS: 0&20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT CHEK3 DESIGN INFORMATION Tbb design Is for an Indlvldual building component and has been based on Informatkm provided by the client. The designer duKlaans any responsibility for damage as a malt of faulty or Incorrect Informalon. specifications and/or deslgm furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spec dfic protect and accepts no responsibility or exercises no control wnh regard to fabrlca- uon. handling, shipment and installation of trusty. This truss has been designed as an individual buildi component In accordance with ANSI/*M 1.1995 and NDS97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in ageenent with the local budding codes, local eBmaUe records for wand or snow bads. project spedficatbns or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are eontinu. ouuly braced by sheathing unless otherwise specified. where bottom chords in tension ate not fully braced latmlly by a properly applied rigid «8mg. they should be braced at a mumnumn spacing of 19O' o.c. Connector plate shall be manufactured from 20 gauge hot dipped fdvantad steel meting ASTM A 653, Grade 40. unless other- show. FABRICATION NOTES Prior to fabrication. the fabricator stud review this drawing to verify that fhb drawing is in conformance with the fabnalar'a plans and to realize a continuing responsibility for such vert. 1lcation. Any discrepancies are to be put in writing before cotlmg or fabrication. Plates shall not be installed over knothole. knots or distorted gam. Members shall be cut for light filling wood to wood bearing. Con. nector plates shad be lasted on both faro of the truss with nails fully imbedded end stud be sym. about the Joint unless otherwise show". A 5x4 plate Is 5- wide x 4- king. A 6x8 plate Is 6- wide x 8' long. SW (holesl run parallel to the plate length specified. Double ants on web members shall meet at the centrod of the webs unless otherwise shown. Connector plate sloes are minimum slam based on the forts shown and may need to IncreasedbeIncreasedng sed for certain hand- iand/or erection utres3Ch. This truss b not to be fabricated with Ore retardant treated binder unless otherwise shown. For additional mformatbn on Quality Control refer to ANSI/*M 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations we to be followed in accordance with -Handling Installing Q Braclnf. HIS-9 1. Trusses are to be handled with Particular are during banding and burAlmg6 delivery and butadatlon to avoid damage. Temporary and permanent bracing for holding busses in a straight and plumb pas. Ilion and roc mtstmg lateral forces shad be designed and Installed by others. Careful hand. Iing to essential and erection bracing is always requred. Normal f mutionaryaction for trusea iepuIr s such temporary bracing durbhg btstablion between trusses to avoid toppling and dommoing The supervision of ereabn or town shad be under the control of persons ewpertenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater than the design bads shod not be applied to trusses at any tine. No bads other Uan the weight of the erector shad be applied to troves until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERSt 2x4 SP #2 BEAR. BLR: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 Lw-0.07" D.-0.07" T•-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.060 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 4-5-15 0-6-6 1 7- 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. 125mph, Hw 15.0 ft, I. 1.00, Exp.Cat. B, Rzt• 1.0 Bld . 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 Reg 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 -3.383 0.30 TI: J3 ATYA ...........==.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 7-4-0 12-5-0 11 1 2 4 5 6 3X6 4X8 2X4 CYR 3.00 l as 1 6-11-12 11-9-12 9 7 7021Y 8.00nn 6 �1-1-9 645# 1.50" 0-3-8 (R1-1-7) l 19-5-8 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSIPfP1 1-1995 _ = 3 .0) scale 209 (Maronda Systems 4005 MARONDA WAY SANFORD, FL- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNVSU On.OVIEDO.rL32760 Derlsw Mmrlr Amrh•,I, WAM1111W READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drwmg is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the bulidbog design and which must be considered by the building designer. Bracing shown Is for lateral support of truss member only to reduce buckling length Provbloro must be made to anchor lateral bracing at ends and specified batons determined by the budding designer. Additional bracing of the overall structure may be required. (See I118-91 of MI. Muss Plate Institute. 7". Is located at 583 D'Onofrlo Wive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: J3 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS. 09.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION Thb design is for an Individual bufidtng component and has been based on Information provided by the cbent. The designer disclaims any responsibility for damages as a rout of faulty or mooned Information. Speculations and/or design furnished to the truss designer by the client and the correctness or accuracy of this bJormation as It may relate to a spe- elfk project and accepts no responslbWty or e><erebes no °antral with regard to fabrica- tion. handling, shipment and Installation of trusses. This tress has been designed as an IndMdual building component In accordance with ANSIfM I.IM and NDS•97 to be incorporated as part of the budding design by a Budding Designer Registered architect or professional englneed. When revlewed for approval by the budding designer. the design I=dWp shown most be checked to be sure that the data shown are in agreement with the local budding codes. local ndbrnaUe records for wind or arrow loads. project specifications or special applied loads. Unless shown tress has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottmnl are contlnu. owly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgd ceWrk& they should be braced at a maVmum spacing of 101V o.e connector piles shad be manufactured from 20 gauge hot dipped galvanbed steel meeting AM M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In oanfomunce with lies fabrlcator•a pins and to reallre a conllnuing responsibility for such veri- Madan. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be Wlalled wer knotholes. knots or distorted gain. Members shad be cut for tight Ruing wood to wood bearing. Con- nector plates shad be located on both faces of the toss with nalb fully trabedded and shall be sym. about the joint unites otherwise shown. A 50 plate IS 5- wide x 4- long. A US plate IS li wide x 87 king. Skis (holes) run parallel to the plate length specified. Double cuts on web members Shad meet at the centmld of the webs unkcas otherwise Shown. Connector plate sizes are rodnbaum SUM based on the forces shown and may need to be Increased for certain hand. Ong and/or erection rireSees. This truss IS not to be fabricated with foe retardant treated hunber unless otherwise shown. For additional Information on Quality Control refer to ANSI/'IPI 1.19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In Sccordance with 'Handling Insta" Q BrattnC. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to evod damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for reststmg lateral forces shill be designed and butaded by others. Careful hand. Wg IS essenUal and erection bracing is always required. Normal precautionary action for UU53M requires such temporary bracUlg during bislalhbon between trusses to avoid toppW6 and dambwby. The supervision of erection of louses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construclim loads greater than the design loads shall not be applied to trusses at any Urne. No loads other than the welght of the erectors shall be appbed to trusses until after all fastening and bracing IS completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 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=4.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.050 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 11: Plate(s) OFFSET from joint center. The Joint Detail Report Imist be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the coltg>'Osite result of multiple loads. Wndi.od per ASCE 7-98, C&C, V- 125mph, Her 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 QTY: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 Q - 3-4-8 10.80 I 4X6 0-6-6 T i 4-2-6 M n 8-0-0 11 3-" 1, 9-4-0 13 12 11 110 7 185# 8.00" 1283# 3.50" CANT: 9-0-0 1-1-9 20-8-0 1-1-9 COSM ,141 A ) 2X4 � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2803 Laronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 vANNESSA D0.OVIEDO.rL32766 WAKIMMU: 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 bractng. portal bracing or similar bra" which ISa part of the budding deign and Which must be considered by the budding designer Bracing shown is for lateral support of truss members only to reduce buckling length. Prmtsnons 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 Tpd. frruss Plate tmistute. TPI. is located at 593 D'Onofrio Drove. Madison. Wbconsbn 537191 Eng. Job: Dwg: Dsgur: TLY CIA: TC Live 16.0 psf TIC Dead 7.0 psi BC Live 0.0 psi BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: K Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Matrix Analysis JOB PATH- CATEE-LOKIHOMFDIR HCS: 08.20 02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer dlaelahmu 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 hdormatlon as it may relate to a spe- cNe project and accepts no responsibility or exercises no control with regard to fabrico- tion. handling. shipment and Wtallation of trusses. This thus has been designed as an IndMdual budding component In accordance will ANS1/TPI I.1995 and NOS-97 to be Incorporated as part of the budding design by a Budding Designer (registered QmJdtmt or pmlesskmaf engtneed When reviewed (or approval by the bWlding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local eWrutic records for wind or snow loads. Project aPecUlcatlons or special applied loads Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compresslon chords (top or bottoml are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cedh% they should be braced at a ma,dmum spacing of 101-0' o.c Connector Plates shall be manufactured from 70 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawn" to vertfy that thin drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- nrslton. Any discrepancies are to be put in writing before cutting or fabrication. Plato shad not be installed over knotholes. knots or distorted gran. Members shall be cut for light nubng wind to woad bearing Con. nector plates shad be located on both face of the thus with rats fully imbedded and shad be sym.about thejontunless otherwise shown. A San plate Is 5- wide x a- long. A 6x8 plate In 6- wide x 8' long. Slots (hole) can 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 force shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabrlated With fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All braeng and erection recommendations are to be followed in accordance with -HandWg InstaWng dt Bracbng'. HIB-91 Trussestie to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing (w holding trusses in a atnlglnt and plumb Pon. Won and for misting lateral force shall be designed and Walled by others. Careful hand- Ung Is essential and em, n bracing Is always required. Normal precautionary action for then requUes such temporary bracing during Installation between trusses to avold toppling and domnong The supervision of erection of trusses shall be under the control of penoro experienced In the installation of trusses Profesabnd advke shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to truss" at any lime. No loads other than the weight of the erectors shad be applied to tresses 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 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" Ta-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 i 1 WO: CHEK3 WE: (1: Plate(s) OFFSET from joint center. The Joint Detail Report =list be included with any submittal, inspection, and/or do fabrication clmisntation. MULTIPLE LOADS -- This design is the Ccuposite result of multiple loads. WndLod per ASCE 7-98, CSC, V- 125mph, H- 15.0 ft, Ica 1.00, 83cp.Cat. B, Xzt= 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 Reg TC... FORCE ... CSI 1- 2 74 0.17 2- 3 291 0.20 3- 4 1142 0.29 4- 5 976 0.28 5- 6 355 0.28 BC ... FORCE ... CSI 11-10 -18 0.18 10- 9 -350 0.14 9- 8 -256 0.15 8- 7 -260 0.19 TI: Kl QTYA _= ==cane=a= =--joint Locations==aae= 1) =0- 0 0 5) is- 4- 0 9) 11- 4- 0 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 3) 8- 0- o 7) 20- 8- 0 11) 0- 0- 0 4) 11- 4- 0 8) IS- 4- 0 ---MAX. REACTIONS PER BEAR iG LOCATION----- X-L.oc Vert Horiz Uplift Y-L.oc Type 0- 4- 0 185 181 -56 BOT PIN 11- 6- 4 1282 0 -1127 DOT H-ROLL, 4X6 4X8 ^� 5X8 raU 3-4-8 a n 10.80 I ffq n Ill 10 186# 8.001, -11,-1-9-9 �1. COSI�IICTYLA (4) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI (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 Daign: Mmrir Analysis 1282# 3.50" 20-8-0 1-1995 VVikKIPIII144j: 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. Provisions must be made to anchor lateral bracing at ends and specified locations deteradned by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of TPI) (Russ Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CiTEE-LOKIHOMEDIN Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 PSf TC Dead 7.0 psf BC Live 0.0 PSI` BC Dead 10.0 psf TOTAL 33.0 Dsf 0-6-6 J_ T 1 T 3-2-6 1 Ij CHANT: 9-0-0 119 scale = 0.2922 Truss ID: K1 Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: HCS: 08.20.02 CHESAPEAKE K 3 AC: 10# UPLIFT D.L. EK3 DESIGN INFORMATION This design Is for an Individual building component and has been based on bdonnatlon provided by the client. The designer disclaims any resportslbUlty for damages as a result of faulty or Incorrect Information, specifications and/or deslgrts fumbhed to the truss designer by the client and the .nreetnen or accuracy of this InfomuUon as it may relate to a spe- elfk project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shlpment and Iatallatlon of trusses. This thus has been designed as an lndMdual building component In accordance will ANSI/TPI 1.1%5 and NOS-97 to be Incorporated as pan of the building design by a Building Designer (regblered architect or profeaslvnal engineed. When reviewed for approval by the building designer. the destgt loading; shown must be checked to be sure that the data shown arc In agreement with the local building codes, tool eWnalb teoords (cat wMd or snow loads. project apedfkMUoru or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ate conWu- ously braced by sheathing unless otherwise speckled. Where bottom chords in terobn are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 101-W o.a Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prlw to fabrication. the fabricator shall review this drawing to verify that this dmwbtg Is in conformance with the fabricator's plans and to real- a continuing responsibility for such ver} ItnUot. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or dbtoned gain. Members shall be cut for tight Fitting wood to wood bearing. Can. nectar plates shall be bated on both face of the truss wlth nalls fully Imbedded and shag be sym. about the joint unless otherwise shown. A Sxs plate Is 5- wide x 4' king. A 6x8 plate is 6 wide x 8' king Slats (tiob) rim parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unksa otherwise shown. Connector plate sloes are muumuu cues based on the forces shown and may need to be increased for certain hand- ling and/or election stresses. This truss is not to be fabricated with Fire retardant treated lumber unless otherwise shown. For additional information on 9ualfty Control refer to ANSI/fPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with'Handling installing & Brach`. HI9-91. Trusses are to be handled with particular care duMg banding and bundling, delivery and Wtulbtlori to avoid damage Temporary and permanent braNig for holding trusses In a straight and plumb pos- (lbn and for resisting blend forces shall be designed and installed by others. Careful hand. Ung Is essential and erection bracing is always re quI ed. Normal precautionary action for trusses requbws such temporary bracing during lsoUllaU0l1 between tr sm to av*W toppling and dombamg. The supervblon of ereetlon of trussw shalt be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of conslrucUon loads greater than the design Inds shall not be applied to trusses at any tmne. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 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 1 191 Q (It Plate(s) OFFSET from joint center. The Joint Detail Report oust 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 ... CST .BC ... FORCE ... CST 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 ATY:1 ea•ac......=.====a ;Joint Locations=== ... .a 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 PLP 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 LES 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-Lac Type 0- 4- 0 615 82 -640 BOT PIN 12-10- 0 2435 0 -856 BOT H-ROLL 20- 6- 4 546 0 -356 BOT H-ROLL 1120# 5X6 2X4 axle 616# 8.001, 1-1-9-9 (R1-1-7) 1 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TP[ (Haronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mainz Analysis M 2435# 4.00" 546# 3.50" 20-8-0 L 1-1-9 d4042-10-0 79H (R1-1-7) 1.1995 Over 3 Supports scale = 0.2922 WAKIVIN4: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng is not erection bracing. wbtd bracing, portal bracing or strn6sr bracing which is a part of the building design and which must be considered by the building designer. Bracing shown b for lateral support of truss members only to reduce buckling length. Pmvblos must be made to anchor lateral bra" at ends and specified locations determined by the bulkitng designer. Additional bating a the overall structure may be required. (See HIS-91 of Tn. muss Plate Institute. TPI, Is located at 583 D'Onofrlo Drive. Madbon. Wiscans(n 537191. JOB PATH: CATEE-LOKINOMEDIR Eng. Job: Dwg: Dsgar: TLY chk: E Truss ID: K2 Date: 4-21-03 TC Live 16.0 psf DurFoc - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V-0 05.02- 6 2- 1 I/CS: 01320.02 : CHESAPEAKE K 3 AC: 10# UPLIFT DESIGN INFORMATION This design b for an Individual bulking component and has been based on Information provided by the clenL The designer disclaims any responsibility far damages as a result of faulty or incorrect information. specifications and/or designs furnished to the trues designer by the dknt and the correctness or accuracy of this Information as It may relate to a spe- cdk project and accepts no responsibility w exercises no control with regard to fabrlca. Uon. handWy, shipment and Installation of trusses. This true has been deigned as an individual building component In accordance with ANSI/'M 1-1995 sod NOS-97 to be incorporated as part of the bulking design by a Building Designer (registered architect or profasslonal engneeri. When reviewed for approval by the building designer. the design loadings sham must be checked to be sure that the data shown are In agreement with the local building codes. local citrrWlc records fw wlrnd w arrow Ioada. project specifications or special applied loads. Unless sham. truss has not been deigned for storage or occupancy bade. The design assumes compression chords Itop or bottom) are conunu- ously braced by sheaUung unless otherwise specified. Where bottom chads In tension are not fully braced laterally by a properly applied "gd ceding, they should be braced at a maximum spacing of I47-W o c. Connector plates shall be manufactured from 20 gauge hot dipped gahWd=d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator s1W1 review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing respomlbWty for such veri- fication. Any discrepancies are to be put In wmbhg before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tot filling wood to wood bearing. Con. nector plates shall be looted on both fait of the truss with nalb fully imbedded and shall be sym. about the Joint unless Otherwise Shown. A Sx4 plate is 5' wide x 4' long. A 6xS plate b 0" wide x 6- 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 suss are mbanum afro hued an the form shown and may need to be increased for certain hand- ing and/or erection stresses This truss b not to be fabricated with (Ire retardant treated lumber unless otherwise shown. For addluoW Information on Quality Control refer to ANSI/TPI I-19% PRECAUTIONARY NOTES Al bracing and erection recommendations are to be followed In accordance with -Handling Installing a Dractng'. 1`1I8-91. Trusses are to be handled with particular care during banding and bundling, delivery and l stallau* to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. ition and for rooting lateral form shall be designed and installed by *then. Careful hand. tins Is essentbl and erection bracing is always required. Nonnal precautionary action fw Wages Rgmbes such temporary bracing during tnstallrilon between Uustes to awkl toppllitg and dorninoany The supervision of erection of trusses stWl be under the control of persona uperlenced in the installation of tnsses. Professional advice shall be sought If needed Concentration of construction bads pester than the design bads shall not be applied to trusses at any lane. No Inds other than the weight of the erectors shall be applied to muses until alter all fastening and bracing is completed. TOP CHORDSt 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 w 1.15 4-5-15 0-6-6 4 I CHEK3 WE: MULTIPLE LOADS -- This design is the carposite 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. WndGod per ASCE 7-98, C&C, V- 3.25mph, H= 15.0 ft, I- 1.00, Exp-Cat. B, Rzt- 1.0 Bld Type- Bacl 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 i 60 TI: K3 ATY:1 - --Joint Locations-=e==----..... 1)=- 0--0--e. 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 t Support 1 206# —U 13.00 JAq 4-2-6 O 9 1 6.0-0 6-" 7 I 487# 8.00" 5 423# 4.00" 1 � 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSVTPI 1-1995 scale = 0.4674 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF SA D0.0VIP.DOXI-32766 Design: Marru Anaiyifs WAKI1411M t: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bm" shown on this drawing Is no erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Gracing shown is for hteml support of toss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building dwlgar. Additional bracing of the overall structure maybe required. (See HIB-91 of TPO. rhusa Plate Institute. TPI. b looted at 583 D'Onofrlo Drive. Madison. Wbcanstn 53719). JOS PATH: C.ITEE-LOKWOMEDIR Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16A psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: K3 Date: 4-21-03 DurFac -pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design is for an individual bttlldlttg component and has been based on information Provided by the client. The designer disclaims any responsibility for damage as a result of faulty or Incorrect Information. specgkatbns srd/or deigns furnished to the truss designer by the client and the correctness or accuracy of this Warmouon as It may relate to a spe• cute pt"ect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trues This truss has been designed as an Individual building component In accordance will ANSI/IW 1.1995 and NDS-97 to be Incorporated as part of the building dentgn by a Building Designer (registeMd architect or professional enpynmd. When reviewed for approval by the building designer. the debngs design adshown must be checked to be sure that the data shown arc In agreement with the local building codes. local cftauc records for wind or snow bads. project specifications or special applied loads. Unless shown. tress has not been deigned for storage or occupancy loads. The design assumes compression chords (top or bottom) are conWu- ouab braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rigid ceilin& they should be braced at a ma)dwm spacing of 101O' o.a Connector plates shag be manufactured from 20 gauge hot dipped gaWanited 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 confomwnce with the fabricators plans and to realize a continuing responstbWly for such verl. fleatbn. Any discrepancies are to be put in waling before cutting or fabnatbn. Plates shall not be installed over knotholes. knob or distorted grain. Members shag be cut for tight fitting wood to wood bearing Con. nector plate shall be located on both face of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 50 plate Is 5' wide x d' long. A 6xe plate b 6 wide x it long. Sib (holesl run parallel to the plate length specified. Double cub on web members shag meet at the centrold of the weirs unless otherwise shown. Connector plate stag are minimum site based on the force shown and may need to be increased for certain hand. ling and/or election stresses. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown. ror additional W..Uon on Quagty Control refer to ANSI/PW 1.1995 PRECAUTIONARY NOTES Ali bracing and erection mcmnmendatbns arc to be Wowed In accordance with -Handling lnslaging a emcng•. NIB-91 Trussesore to be handled with particular care during banding and bundling; deltwery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pcs- Won and for resisting lateral forces shag be deigned and Installed by others Careful hand. Bag b eessenual and erection bracing IS always requied. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avbld toppling and damnong. Ilse supervision of erecUsm a,tresseu shall be under the c rtirol ot persons experleneed in the installation of tosses. Professional advice shag eded. be sought U ne Concentration of construction loads greater than the design Inds shag not be applied to trusses at any tine. No bads other than the weight of the vectors shag be applied to trusses until after all fastening and bracing is completed. CHESAPEAKE K 3 AC: loll UPLIFT D.L. WO: 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 Les-0.03" Der-0.03" Tes-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB er 1.15 0-" 1 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" O.C. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the cogmsite result of multiple loads. WndLod per ASCE 7-98, C&C, Vs, 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl Le 58.0 ft W= 13.3 ft Truss in END zone, TCDLw 4.2 psf, BCDL= 6.0 psf Impact 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 3.00 I 4X6 TI: K5 ATYA _= ee=aa======Joint Locations========e=eet=.er 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 BOT PIN 13- 0- 0 492 0 -589 DOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 550# Support 2 589# �— 3-10-0 —� l 3.00 0.6-6 J_ 3-10-6 0-8 I 6-0-0 6 492# 8.00" 4' 1-1-9 492# 8.0011 13-4-0 1-1-9 GABLE ft- 99 Q6) 2X4 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.42% ■ Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mdfrtr Analysis 11YAKMINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wind bracing. portal bracing or sbuibr bracing which IS a part of the building deign and which must be considered by Use building designer. Bracing shown IS for lateral support of tow members only to reduce buckling length. Provision must be aside to anchor lateral bracing at ends and Specified locations determined by the building designer. Additional bracing of the overall structure may be requbed. (See Nis-91 of TPII. uv Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madbon. Wisconsin 537191. fll Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: K5 Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA JOB PATH., CATFF-LOKWOMEDIR MCS: 08 20.02 CHESAPEAKE K 3 AC: 10# UPLIFT DESIGN INFORMATION This design is for an Individual building component and has been based on bdormation Provided by the client. The d.lgrer disclaims any r.ponsibdity 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 retate to a ape. ciik project and accepts no responsibility or exercises no control Wth regtrd to fabrtca- tlon. handling, shipment and Uu:atau— of trusses. This truss has been designed as an Individual building component In accordance with ANSWIT1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professloml engneed. 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 clbnalJc records for wind or snow bads, pr"ecl specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design asstones compression chords (top or bottoml are conU nu- ously braced by sheathing unless otherwise spectiled. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a mudmum spacing of l0'O' o.c. Connector plates shall be manufactuted front 20 puge hot dipped V&wllzed steel meeting ASTM A 653. Grade 40. unless otherwise shown 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, CSC, V. 125uph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kztw 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 Impact Resistant Covering and/or Glazing tteq MAX LIVE LOAD DEFLECTION: L/608 at Jolm # 5 L=-0.24" D= 0.08" T=-0.16" MAX HORIZONTAL TOTAL L111W DEFLECTION: T- 0,050 MAX HORIZONTAL LIVE LXW DEFLECTION: T. 0.07° RMB a 1.00 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 roust extend at least 90% of web length 2x6 Brace required on any web over 141-0". 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# F 3.33 ________======Joint Locations-.- ..a==a 1) 0- 0- 0 3) 12- 6-10 5) 6- 3-7 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 ---MjAXX.�. REACTIONS PER BEARING LOCATION----- Vert 546 y-Loc �262riz Uplift TOP 1 Type R-ROLL 252 TOT PIN FABRICATION NOTES 6X1 Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is In conformance with the fabrhatoes plans and to realize a continuing responsibility for such verl. flostion. Any discrepancies are to be put in writing before cutting or fabrication. 2-&S Plates shall not be installed over knotholes. 0 6 knots or distorted grain. Members shall be cut 2X For tight MUng wood to wood bmrtng. Can. nector plate shag be bested an both faces of 4-5-10 the toss with nulls fully bubedded and shall be sym. about the joint unless otherwise shown. A 5X4 pone b 5' wide x d' ling. A Bag plate b wide wide a ling ales fled, run parallel a 0-6-1 3X4 the to length Doubleentro cola web � 3X8 beer 't at the members shall meet at the cerntrold of lM1e webs he unless otherwise shown. Connector plate sloe � = 3X6 1-7-12 are mn�Jraum efz. laced or the forces shoat ! ar.d :inlay u=d to to 1,a.re&ry Z for Serum hsn_.L!n — - aa be .tir teewithfire a�relardaTMnt treated not ✓! 3X4 zXq 6X 12 hmnber unless otherwise shown. For additional information an guatity Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be follo%ved In accordance with "Handling Installing a Braeblr. HIS-9 L. Trusses are to be handled with particular care during banding and bundling. delivery and Wtallatlon to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resbUng lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always re"I ed. Normal precautionary action for trusses requires such temporary bracing duMg btsla8allon between busses to avoid appl1% and dominoing. The supervision of erection of (rasa. shall be under the control of persons taperienced In the Installation of laves. Professional advice shall be sought If needed Concentration of construction Inds greater b than the design ads shall not be applied to taww at any time. No loads other than the .eight of the erectors shall be applied to trusses until alter all fastening and bracing b completed. 1.68 l 1 11-9-L 11 6 5 367# 9.56" 4 1-10-9 547# 2.50" 12-(r10 (RN ) �0-8-0 PL54# �p EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TP1 40 j"Rt—o-s-s) t-19 5 scale = 0.4437 (Maronda Systems WAKNIN4: 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: I Truss ID: L Date: 4-22-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbc 1.25 SAN FORD, FL. 32771 eractng shown on thb drawing b not erection bmctng, wind bmcbtg, portal bracing or smttar bracing which Is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321.0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce bucking length. Provisions must be BC Live 0.0 psr O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and speclBed locatlous dctermmed by the building designer. Additional bracing of the overall structure maybe required (seeDesi H1B-9l of TFII. BC Dead 10.0 psf g n Criteria: TPI LICENSE #0050068 Mfrs Plate institute. Tn. Is located at 553 D•Onofdo Drive. Madison. Wisconsin 537191. Code Desc: FLA 1005 VANNESSA Da.oVIEDO.P1.02760 TOTAL 33.0 psf V'0 05 0 - 1 - L Dexirn: Matrix Anafrxis inn aa7ll• r'dTCr lnvurnurnm 2ICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the ctlent. The designer dlsclahrs any responsibility for damages as a result of faulty or Incorrect nfommtlon. speelfltitions and/or deigns fumbhed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. dale project and accepts no responsibility or aerobe no oorrlrol soot regard to (abrca- tion, handling. shipment and Wtaltation of trusses. This truss has been deigned as en individual building component In accordance with ANSIrM I A 995 and 14DS-97 to be incorporated as par of the buddLag deign by a Building Designer (registered architect or professional engneed. When reviewed for approval by the building designer. the design Icadbvp shown must be checked to be sun: that the data shown are In agreement with the local building codes, local eWnulic records for wind or snow bads. project specifications or special applied loads. Unless shown. tnua has not been designed for storage or occupancy loads. The deign assumes compression chords (top or bottom) tie eontnu. ousty braced by sheathing unless otherwlse specified. Where bottom chords In tension are not fully braced laterally by a properly applied rWd «9ng, they should be braced at a maximum spacing of 10'-0- o.e Connector plate shall be manufactured from 20 puge hot dipped g lvanUed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Pdw to fabrication. the fabricator shall m,*w this drawing to verify that this drawing b in conformance with the fabricator's plans and to real' u a continuing responsibility for such veW Ikatbn Any discrepancies are to be put In writing before cutting or fabrlcatlun Pates shall not be Installed over knotholes, (mots or distorted grain. Members shall be cut for tight sitting wood to wood bearing. Con. necior plate shall be located on both faces of the truss with nails fully imbedded and shall be sym, about the)ont undw otheruve sham. A Sae plate is V wale x e- long. A 6x8 plate is 6- wide x 8' long. SW Qalesl 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 stees are mbnanum sties based an the force shorn and may need to be Increased for certain hand. Itng and/or erection stresses. This Into is not to be fabricated with sire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/IPI 1-1995 PRECAUTIONARY NOTES All bmcmg and erection recommendations are to be followed in accordance with -Handling InstaWng & Broctng", 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. Ilion and for resisting lateral forces shall be designed end bnsatied by ahem. Careful hand. ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses r V&w such temporary bracing during Installation between litsses to avald toppbg and dominong. 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 bads greater than the deign Inds shall not be applied to Incase at any time. No loads other than the weight of the erectors shall be applied to tosses until alter all fastening and bracing Is completed. 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. SC- 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" Te-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 0' 9" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, 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 TI: Ll QTY:2 ...=_____====.Taint Locations— a===re=a=====_ 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 LARDS ------------ 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 PONDLNG. 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. FMB a 1.00 2-PLYS REQUIRED 8-10-8 1 2 3 3-0-0 8X10 evo JA0 SX6 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE T120 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 VVFkKr41r4%r1: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing b not erection bmeng, wind bracag, portal bmcng or stmllar bmeng which Is a par of the building design and which must be considered by the building designer. Omctng shown is for lateral support of truss members only to reduce buck" Length Prwbkas must be made to anchor lateral bmcng at ends and specified locations determined by We building designer. Additional bracing of the overall structure may be required. [See HIB-91 of TpB. frmw Plate Imlitute. TPI. is located at $83 O'Onofrio Drive. Madison. Wisconsin 537191 I 1 5 q 866# 3.50" scale = 0.7000 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead L0.0 psf TOTAL 33.0 Dsf Truss ID: Ll Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mafrir Analysis JOB PATH: CATEE-GOKIHOMEDIR I1CS: 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 dbclaans any responsibility for damages as a result of faulty or incorrect wormatlon. apecakauons 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- cak project and accepts no responsibility or exercises no control with regard to fabrl®- Um. handling, shipment and Wtathitbn of tresses. This truss has been designed as an individual building component in accordance with ANSI/7P1 t-1995 and NOS-97 to be incorporated as part of the building design by a Building Designer (registered architect or profesalonal englneerl. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. boil cWnatie records for wind or snow bads. project speeUfcaltoro or special applied bads Unless shown. true has not been designed fw storage or occupancy bads The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rtgd ceiling, they should be braced at a maxi num spacing of 101-T o.c. Connect" plates shall be manufactured from 20 gauge hot dipped galvanhed sled meeting ASRM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to wrtly that this drawing is in conformance with the fabricator's plans and to reallu a cone nuking responsibility for such vert. Mallon. Any discrepancies are to be put in writing before cutting or fabrication. Rates shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for tight filling wood to woad bearing. Con. nector plates shall be bated ores both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate Is 5- wide x 4' long A 6X8 plate is 6" wide x 6' long. Seas (holes) run parallel to the plate length specified Double cuts on web members shall meet at the centrold of the webs udess otherwise shown. Connector plate sue are minimum sue based on the form shown and may need to be increased for certain hand. Wgand/or erection stresses. This truss is not to be fabrtested with fire retardant treated lumber unless otherwise shown For additional Information on Quality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Instamng a Bracing'. H111-91. Trusses arc to be handled with particular are during bonding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas. Ulan and for resisting lateral fare" stud be designed and installed by others. Careful hand. Wg Is essential and erection bracing b always required. No praauuonsry scum for busses requires such temporary bracing during Installation between trusses to avoid toppling and dorstnoing. 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. Corncenlratbn or tonawction Inds Beater Ulan the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to busses until after all fastening and bracing Is completed. JB. CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L2 TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 Continuous lateral bracing attached to ® ATY:2 a===lies ==c;=c;=Joint Locations=====aa==e=a=== WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MOST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2x4 SP #2 2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0, SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge BEAR. BLR: 2x8 SP #2 of web with w/3"x 0.3.20" nails spaced 8" o.c Brace mist extend at least 90% of web length ------------ TOTAL DESIGN LOADS ............ Uniform PLF Analysis bash on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D From PLP To -46 -1-10- 9 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -46 13- 2-10 0- continuously braced unless noted otherwise. composite result of multiple loads. -10 0- 0 -10 12- 6-10 Concentrated LBS Location WndLod per ASCE 7-98, CQC, V= 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 Hw 15.0 ft, i= 1.00, Exp.Cat. 8, 1Czt= 1.0 PROVIDE UPLIFT CONVECTION PER SCHEDULE; TC Vert L+D TC Vert L+D -48 3- 9- 1 Bld Type. Encl L= 58.0 ft Wer 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 609# Support 2 591# TC Vert L+D -70 6- 1-15 -98 8- 6-12 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE r TC Vert L+D BC Vert L+D -127 10-11-10 MAX LIVE LOAD DEFLECTION: L/577 at JOna # 5 Support 1 263# BC Vert L+D -6 1- 4- 4 -19 3- 9- 1 Lw-0.25" D= 0.00" Tw-0.25" .-TC... FORCE ... CSI .-BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -44 6- 1-15 -60 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tw 0.06" 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 I MAX HORIZONTAL LIVE LOAD DBPLECfIl�s31p T= 0.06" 2- 3 - 06 0.92 5- 167 0.47 48A 70iJ ----MAX. RSA PER BEARING LOCATION_____ Lux Ver z lift Y-Lac Type 9 -5591 - 0-10 713 0 TOP RMB w 1.00 13-1-14 0- 4-13 H-ROLL 678 263 -609 BPT PIN 1 2 3 r 3.33 4-540 0-61-1 h1 ►=_ 1.68 I 0-1-0 T 1-77-7 I 1 11-6-10 6 5 4 678# 9.56" 719�9 2.50" 1�--'1e 12t&tO 0-8-0 (RL-1PLATES I + 6H 19A 44X 60# 76# EXCEPT AS SHOWN PLATES ARE 0 GA TESTED PER ANSI/TPI 1-1995 scale ca 0.4437 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAMCSSA OROVIEOO.M327611 Design: Afdrrit Analysis VVAKMII IJ: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wind bracing. portal bracing w sinlbr bracing which b a put of the building design and which must be considered by the building designer. Bracing shown is for lateral support of teas 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 HI8-91 of TPI). nhw Plate institute. TP1. b bated at SW D•Onofrto Drive. Madison. Wisconsin 537191. JOB PATH: C:ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr. TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: L2 Date: 4-22-03 DurFac -Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA RCS: 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 Irdorm Ilan provided by the client. The designer disclaims any responsibility for damages — a result of faulty or Incorrect Information. specgioUons and/or design furnished to the truss designer by the client and the correctness or accuracy of this Wormallon as n may relate to a spe- cdlc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of cusses. This truss has been deigned as an Individual budding component in accordance wM ANSI/M 1.1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional englneed. When reviewed for approval by the budding designer. the design badtrip shown must be checked to be sure that the data shown arc in agreement with the Tool building codes. bca! dbnaUe tnxiords for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arc conWnu- ously braced by shcad" unless otherwise spelled. Where bottom chords in tension are not fully braced laterally by a properly applied rWd ceding. they should be braced at a maximum spacing of 10'-T ox Connector prates shall be manufactured from 20 gauge hot dipped gahanteed steel mating 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 fabttmior•s plans and to rea to a continuing responsibility for such verl. ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted gain. Members shall be cut for tight filling wood to wood bearing. Can. nector plates shall be looted on both (aces of the truss with nags fully Imbedded and shall be sym, about the joint unless otherwise shown. A 5x4 plate is S' wile x 4' tong. A 6a8 plate is T aide x Ir long. Skits (holes! run parallel to the plate kngth specified. Double cuts on web members shall meet at the cenuoid of the webs unless otherwise shown. Connector plate slue am adnImum sizes based on the (orces shown and may need to be increased for certain hand- ting and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bdormatlon on Ouslily Control refer to ANSI/7P1 I-I995 PRECAUTIONARY NOTES Ail bmct%and erection recommendations ane to be followed in accordance with -Handling Instailln a Braeingr. HIS-9 1. Trusses we to be handled with particular ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Mon and for resisting Mewl forces shall be designed and Installed by others. Careful hand. Wng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between Incises to avoid toppttng and dambnotr4 The supervision of erection or Wises shall be under the control of persons eaperlenced in the Installation of trusses. Professional advice shod be sought U needed. Concentration of construction Inds greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to Uusses until after all fastening and bracing is completed. 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 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 Le-0.16" D--0.17" T--0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 4" span framed to BC one face Or 0" span framed to TC opposite face Wndbod 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. 8.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 RMB - 1.00 2-PLYS REQUIRED TI: L3 ATY:2 _=_=_=========Joint Locations ======--ane,ave 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12w 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0• ------------ TOTAL DESIG'r LOADS ------------ Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BUT PIN 8- 8-12 1394 0 -594 HOT ' H-ROLL This truss has not been designed for ROOF PONDING. Building designer must ovide adequate drainage to prevent pondiag. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. ,r 8-LO-8 1 2 3 8X10 evft 3X6 5X6 1394# 3.50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #90050068 3-0-0 IN 5 q 139411 3.50" 8-LO-8 1-1995 WAKNINGit 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 bmdnz wind bracing, portal bract% w similar bracing which Is o part of the budding design and which must be considered by the building designer. Braclod shown Is for lateral support of taw members only to reduce buckling length. Provision ( must be made to anchor lateral bm" at ends and specified location determined by the building designer. Additional bracing of the overall structure my be requited. (See HIB-91 of TPO. rr uss Pule Institute. TPI, is looted at 583 D'Onofrlo Drive. Madison. Wisconsin 537191 scale = 0.7000 Eng. Job: E Dwg: Truss ID: L3 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 0.0 psf O.C. Spacing: 24.01r BC Dead mil psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 2171 A- ; .rs r vn.nvmctnn RCS: 0&20.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on Informatdon provided by the client. The designer dbchm- 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 bJormation as It may relate to a ape, cific project and accepts no responsibility or exercises no control Nth regard W fabnco• UM. handltn& shipment and installation of trusses. This crass has been designed as an Individual budding has in accordance with ANSVMI 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 budding designer. the design loadings shawl must be checked to be sure that the data shown are lnagreement with the local building codes. keel cWatk records for vIM or snow bads. project specifications or special applied loads. unties shown. tr uss has not been destpned for storage or Occupancy loads. The design assumes compression chords (lop or bouand are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtpd ceding, they should be braced at a maxtrnum spacing of IU'-0' o a Connector Plates shall be manufactured from 20 gauge hot dipped galmnbzd steel meeting AMU A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrdmtion, the fabricator shad review lhb drawing to verify that this drawing b in conformance with the fabrkxtoes plans and to reads a continuing responsibility for such verl- fkatbn. Any dbaepandes are to be put in wring before cutting or fabrtotbrt. Plates shad not be installed Over knotholes. knob or distorted pain. Members shall be cut for tight filling wood to wood bearing Con- nector plates shad be located on both fates of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwbe sham. A SO plate b 5- wide x 4- long. A 6x8 plate b 6- wide x 8' long. Slob (holesl mn parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate aloes sre minhnum sum based on the forte shown and may need to be Increased for certain hand• ling and/or erection stresses. This truss Is not to be fabrtmled with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling lmuading & 8mcins. HIB-9l Trusses are a 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 pe- nton and for resisting lateral force shad be deigned and Irataded by others. Careful hand- ling is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppUng and dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shad be sought 9 needed Concentration of construction loads greater than (lw design Inds shall no be applied to trusty at any time. No kads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 A( TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 10# UPLIFT D.L. WO: Wndl.od per ASCE 7-98, C&C, Vw 125uph, H- 15.0 ft, I- 1.00, Exp.Cat. B. Kzt- 1.0 Bld Type. Encl L- 58.0 ft W- 10.7 Et Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf luipact Resistant Covering and/or Glazing Req MAX LIVE Lt]AD DEFLECTION: L/999 L--0.08" D- 0.02" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEPLECTIONs T- 0.03" RMB = 1.15 TI: M ATY:1 Analysis based on Simplified Analog Model. _- =Joint Locations ... =---.eves=== MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 coaposite 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-Loot 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 S(H&DIILB : 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 0.29 114)-0 1 2 3 2.00 I 0-8-o J „ms, o = --� E I 10-0-8 1,I 6 5 433# 8.00" 4 1-17 358# 2.50" a � (R7-Z -0) aF 10-8-8 �� EXCEPT AS SHOWN PLATES ARE TIZO GA TESTED PER ANSI/TPI 1-1995 I (RO-2-15) scale = 0.4694 (tMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Dttion- fAhwrir Anafvrir WAKNINIX 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 bmcing, portal bracing or similar bmcMg which is a part of the budding design and which must be considered by the budding designer. Bracing shown IS (or lateral support of truss members only to reduce buckling length. Provisions must be made to anchor intend bracing at ends and speeNed locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1110.91 of TPd. (rrius Plate institute. TPI, b located at $09 D'Onofrio Drive. Madison. Wbtonsin 53719). Eng. Job: WO: CHEK3— Dwg: Truss ID: M Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V'09.05.02- 21717- f RCS. 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dsselains any responsibility for damages as a result of faulty or incorrect infomation. speetlicallons and/or deigns furnished to the taus designer by the client and the correctness or accuracy of this information as R may relate to a spe- rNe project and accepts no responslbdity or exercises no control with regard to fabrtca• lion. handWrg shipment and Installation of trusses. This tons has been designed as an Individual butidbV component In accordance well ANSIIIPI 1-19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local bullde ng codes. iocel ciinaUc records for wind or snow lends. project specifications or special applied Inds. Unless Mown. 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 ate not fully braced laterally by a property applied reed ceding, they should be braced at a maximum spacing of I0'-0' a e Connector plates shall be manufactured from 20 gauge hat dipped pJvanbred steel meeting ASTM A GET. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrlcalbn. the fabricator shag e0ew this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a contlnubng responsibility (or such vert- Iicallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. (mots or distorted grain. Members stall be cut for tight filling wood to wood bearing Con- nector plates shall be located on both faro of the truss wWn nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate is V wide x 4' ling. A 6x8 plate Is 0' wide x 8" long. SW (holesl run parallel to the plate length specUled. Double cub on web members shall meet at the centrold of the webs unless otherwise Mown. Connector plate sizes are minimum stew based on the totes 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 Information on guaUty Control refer to ANSI/IPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'iland[Ung Installing Q Bracing'. HIB-9I. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Man and for resbtbng lateral forty shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for town requites such temporary bracing during Imtallatlon between trusses to avoid toppling and daabwbng. The supervision of erection of trusses shag be under the central of persons experienced In the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design (cads shall not be applied to trusses at any tone. No loads other than the wcot of the ereclon shag be applied to trusses unul 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 SLIDERS: 2x4 SP #2 WndLood 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. 40.0 ft W- 10.2 ft Trust 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: To 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.06" RMB - 1.15 0-6.6 I TI: N MULTIPLE LOADS -- This design is the = == ..... Joint Locations ... ____________ composite result of nultiple 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-GOC Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 417 264 -419 BOT PEN 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 Ilk 1 2 3 r400 2-4-4 1-77-3 1 2.00 1 a8-o I� l 9-7-0 5 418X 8.00" 4 332# 2.50" (R1-7-0 1-7- T ) -1- 10-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4971 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DILOVIEOOXI-32766 WAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, ponal bracing or similar bracing which is a post of the building design and which must be conaldered by the bundlig designer. Bracing shown is for Lateral support of truss members only to reduce buckling lengLIL 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 1`1I8-91 of TPII. frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: N Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mardi Analysis JOB PATH: CATF-E-LOKIMOMEDIR HCS. 0&20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer dbvialns any responsibility for damages as ■ rerun or faulty or Incorrect trdommUon. specifications and/or designs furnished to the trills designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cdk project and accepts no responsibility or exerebes no Control with regard to fabnla- tlon. handling. shipment and 1nslailatlon of trusses. This lnw has been designed as an tndivldual building component In accordance with ANSIrM I-IM and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered uchlteCt or proressbrul engneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local cWmlk necorda for wind or snow I)ads. Project apec0lcatioro or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes Compression Chords (top or bottoml ate continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced IateraW by a properly applied rigid eeWng, they should be braced at a maxim= spacing of 17-0' 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 dra" to verify that this drawing Is In Confomunce with the (abricatofa plans and to realize a Continuing responsibility for such verl- &-tlon. Any discrepancies are to be put it writing before culling or fabrication. Plates shall not be installed over knotholes, knob or distorted gale. Members shall be cut for tight titling wood to wood bearing. Con. nector plates shag be located on both faces of the true with nails fully Imbedded and shall be sym. "bout the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A US plate b (i wide x 8' rang. Sib moles) run parallel to the plate length specMW. Double Cuts on web members shill meet at the centrold 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 Mellon slnsses. This ln= is not to be fabricated with Ile retardant treated lumber unless otherwise shown. For additional bdormation on Quality Control refer to ANSI/M 1.190 PRECAUTIONARY NOTES All broil" and erection recommendations are to be followed in accordance with -Handling Insta" & Bracing'. HI8-91. Trusses ale to be handled with particular care during banding and bundling. delivery and installation to avoid damage Temporary and permanent braving for holding trusses In a straight and plumb pos- Klon and for resisting lateral forces stall be designed and installed by others. Careful hand. "b essential and enxlbn bracing Is always required. Normal precautionary action (or Crosses Mquies such temporary bracing during bulalhllon between tnisaes to avoid toppling and domtnomg. The supervision of erection of trusses shag be under the Control of persons experkneed in the Installation of trusses. Professional advice shall be sought if needed. Concentration of Construction Inds greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing b completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. 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, Rzt= 1.0 Bld Type. Encl L- 58.0 ft W. 7.2 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--0.02" D- 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 3-2-11 T 0-6-6 f EXCEPT AS SHOWN 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. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 420# Support 2 446# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -883 0.18 TI: O ATY:2 _________=====Joint Locations==--=.- -sass-. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 2) 3- 7- 8 4) 7- 3- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 319 257 -420 DOT PIN 7- 1-12 232 0 -446 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PBR SCHEDULE : Support 1 257# 7-3-0 11 1 2 3 Q 2.00 I 111"im]9- M 1 + 6-7-0 5 319# 8.00" 1-7-2 4 233# 2.50" (R1-7-0) ore 7-3-0 PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.6513 WAKNINGI READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD. FI.. 32771 Bracing shown on this dra" b not erection braving, -t nd bracing, portal bracing or stm0ar braving which is • pan of the building design and whlcln must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for Intend support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specilled locations determined by the building designer. BC Live 0.0 psf LICENSE #0050068 Additional bracing of the wemil structure may be required. [See 14:0-91 of TMI. frnczs Piste Institute. TPI, is bated at SW D'Onefrio Drive, Madison. Wisconsin 537191. BC Dead 10.0 psf loos VANNFSSA DRDVIEDD.I1.3276e TOTAL 33.0 Dsf Truss ID: O Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Detifn: Marcie Armlysrs Inn Pica. �.rn�. ,... .. MCS. 09,20.02 K 3 AC: 10# UPLIFT D.L. WO: DESIGN INFORMATION This design is for an Individual building couponenI and has been based on Information provided by the client. The designer disclaims any responsmmlty far damages as a result of faulty or Incorrect trdomnouon. speculcotlons 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- dfic project and accepts no responsibility or exercise no control with regard to fabrteo- tion. =Ung, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with AN51/RI I-I9N and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engneed When reviewed fro approval by the building designer. the design loadings shown must be Checked to be sure that the data short are in agreement with the local building codes. kcal clUnalb records far wMd or snow bads. project specifications or special applied loads. Unless shown. truss has not been deigned for storage or occupancy bads. The design assume compression chords (top or bouaml are cununu- onsly braced by sheathing unless otherwise spaegkd. Where bottom chords In tension ate not fully braced laterally by a property applied rid ttWng they should be braced at a maximum spacing of 10'-0' o.c. Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel once" ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review lids drawing to verify that this drawing Is In confomm�ce wllh We Gbrlcaton's plans card to realUe a continuing responsibility (or such VCr ncatlon. Any discrepancies ate to be put in wrung before cutUng or fabrication. Plates shad not be installed over knothole. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss -0 rams fully imbedded and shall be sym. about the Joint unless othcrwbe shown. A 50 plate Is 50 wide x 4' long. A 8x8 plate is 6 wide x 8' long. Slots (hotel run parallel to the plate length apeeNed. Double cuts an web members shall meet at the centmM of the webs unless otherwise shown. Connector plate sloes are mbnanura sire based on the !ones shown and may need to be Increased for certain hand. Ung and/or erection sttessea. This uum Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomation on Quality Control refer to AN51/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and wectlen recommendations ate to be followed In accordance with 'Handling Installing a Brachtg'. Hl"I. Trusses are to be handled with particular care during banding and bundling. delivery and (sadatIon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for misting lateral forces shall be designed and installed by others. Careful hand. ling Is mental and erection bracing is always required. Normal precautionary action far tnueea requires such temporary bracing during hatallallon between trusses to avoid toppw8 and dombnong. The supervision of erection of trusses stall be under the control of persons expertenced in the installation of trusses. Professional advice shall be sought if needed Concentmuon of construction Inds grater than the design Inds shad not he applied to trusses at any (ine. No bads other than the welghl of the erectors shall be applied to trusses until after all faslenlng and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" 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 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION fords 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 62 pounds of horizontal reaction .TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: P ATY:2 ---a--a---==-=Joint Locations- ....... e:------ 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC 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- 125aph, Ha 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 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 2 F 4.00 I 4 212N 8.00" 1-7-2 �q (111-7-0) el EXCEPT AS _2.00 87# 2.5011 4-3-0 54# 2.60" C/L• 4-1-12 Attach with (. 10d Toe -Nails SHOWN PLATES ARE TL20 GA TESTED PER ANSI/CPI 1-1995 Over 3 Supports scale = 0.9442 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE fA DR.oVIEDO.F1.37766 Defifn: Mmrir Andvlii WHKIVIMU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on titis drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing sham is for lateral support of truss members only to reduce buckling knglh. Provblons 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 TPm. rrruss Plate Institute. TPI. Is located at 583 D'OnoMo Drive. Madison. Wisconsin 537191. rna P.M. /.nits. nvrunv�nm Eng. Job: Dwg: Dsgnr: TLY Chit: TIC 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: P Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This deslgt is for an Individual bunding component and has been based on hJormation provided by the client. The designer disclahns any responsibility for damage as a result of faulty or incorrect Information. specifications and/or deigns furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a ape- elik project and accepts no responsibility or exercises no control with regard to fabrica- tion. handkn& shipment and installation of trusses. This truss has been deigned as an Individual building component In accordance with ANSUM 1-1995 and NOS-97 to be Incorporated as part of the building deign by a Building Designer tregstered architect or professional engtrneed. When reviewed for approval by the building designer. the deign loadings shown must be checked to be sure that the data shown are In agreement with the kcal building code. local cJmalic records for wind or snow bads, project specifications or special applied loads. Unless shown, true has not been deigned for storage or occupancy loads. The design assumes ranpr sslon chords (top or bottom) are continu. ously braced by sheathing raciest otherwise spec fk& Where bottom Chords 1n tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a m axi mca spacing of 101-O- o e Connector plate shall be manufactured from 20 gauge hot dipped gtivantned steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the f"brtoatoes plans and to realise a continuing responsBhWry for such vent. Motion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted pain. Members shag be cut for light fitting wood to wood bearing. Con - nectar plates shag be located on both faces of the truss with nags fully imbedded end shag be sym. about the jobtt unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6 wide x 6' ling. Slots (hoksh tun parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate ot"es are minhoum sizes based on the forces shown and may need to be increased for certain hand. Uog and/or erewxlon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional hJormatb" on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Alt bracing and ereetbn reeormoendattons are to be followed in accordance with'Nandling Installing a Brayns. NIB-91. Trusses are to be handled with particular care daring banding and bundling, delivery and installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos. Rim and for msistbng latent force shag be deigned and installed by others. Careful hand. "is essential and erection bracing is ahvaya required. Norval precautionary action for busses requires such temporary bracing during Instathtlon between trusses to avold toppling and dominWng The supervision oferection of trusses shall be under the control of persons experkuced 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 busses at any time. No loads other than the weight of the erectors shag be applied to trusses wig after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 Le= 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION; Tw 0.00" RMB w 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the Carposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-98, C&C, Vw 125uph, Hw 15.0 ft, I- 1.00, Exp.Cat. B, Xztw 1.0 Bld Type. Encl L- 58.0 ft W. 1.7 ft Truss in END zone, TCDL- 4.2 psf, BCDLer 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 D3.e: w==w=Joint Locations waeaoae:eaeea:oa al)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 lk 1 2 Z'QQ i Plate Height 14 = 0-2-1 3 1-7-2 138# 8.00" 48# 2.50" (R1-7-0) 1-8-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANCl/TP1 I-looc raronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Deign: Main Analysis VVIkKNIN(i2 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 bracbgi portal bracing or similar bracing which is a part of the building design and whkh mull be considered by the building designer, Bract" shown b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bugdbq designer. Additional bracing of the oversit structure may be required. (see NIB-9I of TP6 Muss Plate institute. TPI, is located at 563 D'Ondrio Drive. Madison. Wiscorain 537191. JOB PAIN: CAIU-LOKIHOMEDIR scale = 1.5329 Eng. Job: Dwg: Truss ID: Q Dsgar: TLY Chit: Date: 4-22-03 TIC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf Durfac - Pit: 1.25 BC Live 0-o psf O.C. Spacing: 24.0" BC Dead 1o.o psr Design Criteria: TPI Code Desc: FLAV•0 TOTAL 33.0 pat 05 02- 21 22- 1 HCS: 08.20.02 l I I JB: CHESAPEAKE K 3 AC: 1011 UPLIFT D.L. WO: CHEK3 WE: TI: R ATY:2 DESIGN INFORMATION This deign Is for an Individual building component and has been based on Information provided by the client. The designer dbclalm any responsibility for damage as a result of faulty or tnconect information. specifications and/or designs Furnished to the truss deslgrer by the client and the correctness or accuracy of this bdomstion as It may relate to a spe- c9le project and accepts no responsib8lty or ecerrYse ro cornlrol satin regprd to (abrMr- tbn. handling. shipment and Installation of busses. This truss has been designed as an Individual dividual building component In accordance with ANSI/M 1.19% and NDS-97 to be incorporated as part of the bulkli ng design by a Building Deslprer (registered architect or professional engineed. When reviewed for approval by the building designer. the deign loodings shown must be checked to be sure that the data shown ate In agreement with the bcol buddby codes, local cJknatlt necoids for wirnd or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy kinds. The deign assumes compression chords (top or bottaml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly appOW rWd ccUft% they should be braced at a maximum spa" of 101O' o.c. Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMM A 653. Grade 40. unless airier -be shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dnwtng to verify that this drawing is in conformance with the fabrlcaloes plus and to realtre a continuing respor3fb8tty for such ven- ncntlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be WtaBd over knothole. knots or distorted grain. Members shag be cut for tight MU ng wood to wood bearmy Con. nector plates shall be located on both face of the truss with nalb fully imbedded and shall be sym. about the joint unless otherwbe'shown. A 5x4 plate b 5- wide x 4' long A 6x8 plate is 8' wile x 6' long. Slats (hclesl run parallel to the plate length spWlled. Double cuts on web members shall meet at the cenlruld of the webs unless otherwise shown. Connector plate sloes are minimum sloe based on the forces shown and may need b be meeased for certain hand. Wg ad/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 ANSIrM 1-19% PRECAUTIONARY NOTES All braea,g and erection recommendations are to be followed In accordance with "I larndirrng Installing R Bndng'. HIB91 Trussesareto be handled with particular ate during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusty In a straight and plumb prs- Won and for resisting latent 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 bra" during irutallalion between Insses to avoid topp8ng and domhnoing. The supervblon ofereciom of trusses shall be under the control of persons experienced in the installation of tosses. Professional advice .hall be sought 9 needed. Concentration ofcorsuveuon loads greater than the design bads shoo not be applied to busses at any time. No Inds other than the weight of the ereclora shall be applied to tosses until after all fastening and bncing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D- 0.020 T--0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02- MAX HORIZONTAL. LIVE LOAD DEFLECTION: T- 0.020 RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : support 1 235# -TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 == _____====.joint Locations=- .......... =w- 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAR. 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 WhIlL,od per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl Lw 58.0 ft W. 6.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 6.0-8 1 2 2'2-8 14-2 I Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 l 0-8_0 0� 1 5-4-8 L 4 3 248# 8.00" 127# 2.50" 4 1-1-9 01a 6.0-8 761r .50" (RI-1-7) CIL: -11-4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 0.5459 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF99A OROVIEDOSI-32768 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bra" shown on Ihb drawing Is not erection bra". wind bracing, portal bin Wg or 31n8ar bracing which Is a pan of the bu8dung design and which must be corsidercd by the budding designer. Bracing shown Is for lateral support of tow members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bundling designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI). flluss Plate Institute. TPI, Is located at 5W D'OndAo Drive. Madison. Wlscansm 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: R Dsgur: TLY Cbk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21727- 1 .. 5... ­­ , .Vq JV0 IAIn: t,.1lct-:.VAV1VMrUIK HCS: 0&20.02 CHESAPEAKE K 3 AC: 10# UPLIFT D. DESIGN INFORMATION This design is for an individual building component and has been based on Infonnation provided by the client. The designer dbclam" any responslbNty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or exercises no eanlrol svlth regard to fabrica- tion. handling. shipment and installation of trusses. This suss has been designed as an individual building component In accordance with ANSI/TPI 1.19% and 14DS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engnmd. 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 dlmatle records (or wind or snow lends. project specifications or special applied leads. Unless shown. taw has not been deigned for $image or occupancy bads. The design assumes compression chords (top or bottom) ate continu- orisy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rW ceding. they should be braced at a ma»aum spacing of Id-0' o.e. Connector plates "hall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 655. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verily that this drawing Is In conformance with the fabrteaWs plans and to magic a continuing responsibility for such veri- flcatlon. Any discrepancies are to be put In writing bdote cutting or fabrication. Plates shag not be installed ever knotholes. knots or distorted grain. Members shall be cut for light fttrtg wood to wood bearing. Con. nector plates shag be located an both faces of the truss with nalb fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate Is 5' wide x 4' long A 6x8 plate b 6' wide x If' Tong. Slots (holes) rev parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the webs unless other -be shown. Connector plate stres are minimum sties based on the form shown and may need to be mowed for certain hand. tnK wnd/or erection stresses. This truss Is not to be fabricated with fire retardant treated oast. lumber unless othawtse ahFor additional Information on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bmebtg and erection recommendations are to be followed in accordance with -Handling Installing Q Bracing'. NIB-91. Trusses ate 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- Illon and for rotsting lateral form shag be designed and Installed by others. Careful hand- Ung Is essential and erection bmebag b always required. Normal precautionary action for trusses requires such temporary bracing during Installation between (::uses to avold toppang and domimU g. The, supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice slug be sought If needed. Concentration of construction Inds greater than the design bads shag not be applied to to wn at arty time, No leads other than the weight of the erectors shall be applied to muses until oiler all fastening and bm" 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 SCR®ULB: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Kid -panel # 1 L.--0.06" D- 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION. T- 0.01" RMB - 1.15 EXCEPT AS SHOWN PLATES =Marondia Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSC #0050068 Dufgm Mmrir Andfyrjr : CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cosiposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction -TC ... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 ========u701nt Loeationsersa.evaea<oaoeee 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 Whdbod per ASCE 7-98, CBC, V- 125mph, H= 15.0 ft, i- 1.00, Bxp.Cat. B, Kzt- 1.0 e Bld TypEncl L- 58.0 ft N- 4.7 ft Truss in 3NT zone, TCDL- 4.2 psf, BCDLe 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 3.00 l 0-8-0 1 4-0-8 4 3, 205# 8.001r 98# 2.50" 1. 1-1-9 4-8-8 60# 2 50" ARE TL20 GA TESTED PER ANSlrrPI 1-1995 Over 3 Supports 1111AKMINts: 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 bundling design and which must be considered by the building designer. Bracing shown Is for bteml 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 wit.. fllaus Plate Institute. M. Is located at 51137 D'Onolrio Drive. Madison. Wisconsin 53719). JOB PATH: C.'17EE-LOKIHOMFDIR Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: Dwg: Dsgar: TLY Chk: Truss ID: S 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 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:0 .05. - 1 - 1 HCS: OB.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: DESIGN INFORMATION Thb dcslgn b for an Individual budding component and has been based on information provided by the client. The designer dtedsaos any responslbWty for damages as a result of faulty or Incorrect bdomution. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as U may relate to a spe- cific pmJecl and accepts no responsibility or exerelse no control with regard to fabrica- Uon. handling, shipment and installation of trusses. This trim has been designed as an individual building component in accordance with ANSIrM 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect w profe ioru d englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown am In agreement with the local building codes. local cUnutie records for wind w snow bay, project specifications; or special applied bay. Unless shown. thus has not been designed for storage or occupancy loads. The design assu mm compression chords (top or bottoml are contlnu. ousy 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 max1mum spacing of 101-0• o a Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrrkntor's pow and to real' re a continuing responsibility for such wri. fication Any discrepancies are to be put in writing before cultist' or fabrication. Plates shall not be installed over knotholes, knots or distorted gain. Members shall be cut for tight fitting wood to rood bearing Con. nector plates shall be located on both fates of the truss with nulls fully imbedded and sham be sy1R about the joint unless othervase shown. A 50 plate is 5• wide x 4• long A 6x8 plate is 6• wile x 8• long. Mae (holes) nun parallel to the plate length specified. Double cuts on web members slum meet at the cenuold of the webs unless otherwise sboom Connector plate slra are minimum stm based on the force shown and my need to be increased for certain hand. ling and/or erection stresses. This trum Is not to be fabricated with fire retardant noted lumber unless otherwise shwa. For additional information on Quality Control refer to ANSIfM 1-19M PRECAUTIONARY NOTES Ail bracing and erection recommendaUoru are to be followed in accordance with -Handling Installing a BrachW. HIS-91. Trusses an to be handled with particular tare during banding and bundttnt delivery and Installation to avoid damage. Temporary and permanent bracing mp for holding straight and plumb pas. Ulan and for restating lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during btsta0aUtin between trusses to avoid topping anddomi nobig. The supenvblon or erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought it needed. Concentration of construction loot' greater Qum the design loads shall not be applied to trusses at any time. No bads other than the welghl of the erectors stall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 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" Da 0.00" Ta-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-" 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 QTY:2 ............—Joint Locationsct.—=..annanaon 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 WhilLod per ASCB 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 Wa 3.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 3.00 l 0-" _�ME — F 2-8-8 4 3 cal 161# 8.001n 70# 2 50" L 1-1-9 n j 34-8 EXCEPT AS S11OWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Marornda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 100 VANNeSSA DROVIEDO.FL31766 Daign: Matrix Analysis WAKnINIJ: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmc" shown on this dmwirrg is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building deign 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 bmetrtg of the overall structure may be required (See Hie-91 of TP11. (Tnm Plate Institute. TPI. Is bcaled at 563 D'Onafrio Drive. Madison. Wisconsin 537191. JOB PATH: C:17EE-f-OKIHOMEDIR Attach with (3) 10d Toe -Nails Attach with (1) lOd Toe -Nails scale = 0.8355 Dwg: Dsgar: TLY Chk: Truss ID: T Date: 4-22-03 TC Live 16.0 psf DurFac - Mr 1.25 TC Dead 7.0 psf DufFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V 5 02- 2 HCS: 08.20.01 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: U ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ..............Joint Locations ... =eaaeaaeeaaa This design Is for an Individual building BOT CHORDS: 2x4 SP #2 cotaglosite result of multiple loads. 1) 0- 0- 0 3) 2- 0- 8 component and has been based on information SLIDERS: 2x4 SP #2 All C WRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 anymdbythee(ordamnL damgner ages it of Shim or wedge if necessary to achieve full continuous) braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- any y or UKmrerAnor damage, as a resat) of Y CAC, V. 125oph, X-Loos Vert Horiz Uplift Y-Loc Type faulty orUneorectwomatlon.ap«Inmuom ���9• WndLod per ASCE 7-98, and/or designs fumbhedtothe truss dwipper He 15.0 ft, I. 1.00, EIIp.Cat. B, Rzt. 1.0 0- 4- 0 127 131 -157 BOT PIN by the client and the correctness or accuracy PROVIDE UPLIFT CONNSCfION PER SCHEDULE: Bld Type. Enel L. 58.0 ft We, 2.0 ft Truss 1-11- 4 60 0 -191 BUT H-ROLL of this tnformation as It may relate to a spe- Support 1 157# in 1NT zone, TCDL. 4.2 cltk project and accepts no responsibility or Support 2 191# psf, BCDL= 6. 0 psf exercises no control with regard to fabrics. MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Reg Ilon, handling, shipment and Installation of trusses. This truss has been designed as an L/964 at JOINT # 2 TC... FORCE... CSI ..BC ... FORCE... CSI - indlvidualbuildingcomponentlnaccordancewith La-0.02" D- 0.006 T.-0.02" 1- 2 -24 0.20 4- 0 -229 0.05 ANSIrM 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: as part of the building design by a Building T. 0.03 - 0- 3 46 0.02 Designer (registered re reviewed architect or Professional th MAX HORIZONTAL LIVE LOAD DEFLECTION: engtrneer). when rcvkwed for approval by the building designer. the design loadings shown T- 0.04" must be checked to be sure that the data shown are In agreement with the local building codes. FM a 1.15 local clhnnatic records (or wind w snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (lop or bottom) are contmu. 2-0-8 ousty braced by sheathing unless otherwise apeeNed. Where bottom chords N tension are 1 not fully braced laterally by a properly applied 1 2 rtgd cedIng, they should be braced at a maximum spacing of 1010 o.e Connector F-6.00 plates shall be manufactured from 20 gauge hot dipped phanbed steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Rlor to fabrication, the fabricator shag review this drawing to vertfy that this drewing Is In confo mane with the fabrlcatols plans and to rest-, e a continuing responsibility for such vert Ocatlon. Any discrepancies art to be put in writing before cutting or fabrication. 1-2-8 Plates shag not be hoisted over knotholes. knots or distorted grain. Members shag be cut for tight rating wood to wood bearing. Con- 1-10-3 nectar plate shall be located an both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate b 5- wide x 4' ling. A US plate Is 6- wide x 6' ling. Slots (holes) ram parallel to _71— the plate shall specified.the Double cub he web 04-2 members shall meet w the ocn Connector p the webs unless otherwise shown. Connector piste stress ale minimum stsa based on the forts shown and may need to be Increased for certain land- 5J16 ling and/or erection stresses. This tons b not to be fabricated with the retardant treated lumber wiles otherwise sham. For additional Information on Quality Control refer to ANSI/1P1 1.1995 PRECAUTIONARY NOTES AD bracing and ereoion reco n aeadations are to be followed in accordance with 9landang Installing a BmctngNIB-91. Trusses are to be handled with particular care durtng banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poa- Won and for resisting lateral forces shag be designed and Installed by others. Careful hand - Unit Is essential and erection bmcby Is always requbed. Normal precautionary action for trusses requires such temporary bracing during ImUlkllon between trusses to avoid toppling and dominobng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of tntsam. Prdwlonal advice shall be sought If needed. Concentration of construction Inds greater than the design bads shag not be applied to trusses at any time. No loads other than the welght of the erector shall be applied to louses until after all fastening and bracing Is completed. 3.00 I 0-8-0 le 1-4-8 4 3 127# 8.00" 60# 2.50" la (R111-7) 2-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Maronda Systems n� 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDOXI-32766 Drrisn� Mrhnr Annlvrir WAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING` Bracing shown on Ihb drawing Is not erection bracing wind bracing. portal bracing or ahmgar bracing which is o pun of the building design and which must be considered by the building designer. Dmchy shown is for literal support of tow members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additioial bracing of the overall structure may be required. (See NIB-9I of 170. frnuv Plate Institute. TPi. is located at 50 D'Onufrlo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 DO scale = 1.1370 Truss ID: U Date: 4-22-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08 20.02 JB: AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Infomution provided by the client. The designer dielatms any responsibility for damages as a result of faulty or Incorrect Information, speeUlmUons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cdk proJect and accepts no responslbllly or exercises no control with regard to fabrica- (ion. handling. shipment and Installation of trusses, This trus3 has been designed as an individual building component In accordance with ANSIrM 1.1995 and NDS-97 to be mcorpomted as part of the building design by a eulldblg Designer (registered archileci or ptofesalonal engineer]. When reviewed for approval by the building designer. the design badIngs shown must be checked to be sure that the data shown are In agreement with the local building codes. bon elioatle records for wind or avow Inds, we1Kt specifications or special applied loads. UNess shown. Uuw has not been designed for storage or occupancy loads. The design assumes compression chords Itop or buttons) am continu- ously braced by sheathing unless otherwise specified. When bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 1(7-0' o.c. Connector Plates shag 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 real tre a continuing responsibility for such verl. fkation. Any discrepancies are to be put is writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gam. Members shag be cut for tight (OUng wood to wood bearing. Con. nector plates shall be looted on both faces of the Inns with nails fully imbedded and shall be sym. about the Joml unless otherwise shown. A 5.4 plate Is 5- wide x 4' long. A US plate b 6' wile x 9' long Slots 9wlesl run pawUel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate *lases ate minimum size based on the forces shown and may need to be Increased for certain hand. Ung and/or erection stresses. This teas 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 A9 bracing and erection recomrnendauons are to be followed in accordance with 9landing Instating a Bracing'. HIS-9 1. Tnwe are to be handled with particular care during landing and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. IUon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topp" and dommomg The supervision of ereetton of trusses shall be under the control of persons experienced in the Installation of trusses. Prufesaronal advice .hall be sought if needed. Concentration of construction loads Beater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the eRe(ara shall be applied to trusses until Otter all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 Lw 0.00" Dw 0.00" T- 0.000 MAX HORIZONTAL TOTAL WAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION1 T- 0.00" RMB w 1.15 T 1-2-7 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 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, Ve 125aph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bid Type= Enc1 L= 58.0 ft W- 0.8 ft Truss in INT zone, TmL= 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 TI: V =-----vies-=--­Joint Locations ==ta=aces====a==roe 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ---MAX. REACTIONS PER BEARINGLOCATION----- 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 SCERDULEs Support 1 ill# Support 2 77# 0-9-0 L � 1 21 r6 00 Attach with (1) 10d Toe -Nails 0-10-14 Attach with (1) 10d Toe -Nails 1, 0-9-0 L 'I 4 3� 65# 77g..�50" 8# 1.50" 2 L 1-1-9 AA. one 0-0-1 (R1-1-7) rare C/L: 0-5-01) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 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 VAWES.SA DFIOVIEDOXI-32766 Da jn: Mmrir Analysis 111 IM411MU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dractng shown on thb drawing Is not erection bracing, wind bmcing, portal bracing or sbalbr bme(ng which Is a tart 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 bucking length. Provisions must be nude to anchor lateral bracing at ends and specified locations detetmined by the bulking designer Additional bracing of the Overall structure may be required. (See HI8-91 of TP11• (hues Plate Institute. TPI, b looted at 583 D'Onofrfo Drive. Madison, Wisconsin 537191. JOB PATH, CATEE-LOKUIOMEDIR TOTAL 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 33.0 Dsf scale = 1.7484 Truss ID: V Date: 4-22-03 DufFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 0&10.01 JB: CHESAPEAKE K 3 AC: 10# WO: WE: DESIGN INFORMATION This design Is for an Individual building coatponent and has been based on Information provided by the client. The designer dbelabtu any responsibility for damages as a result of faulty or incorrect trtf o tin, speedkations and/or designs fumbhed to the truss destpner by the client and the correctness or accuracy or this bnfornwtlon as it may relate to a spe- d(k project and accepts no responsibility or exembes no control with regard to fabrica- tion. harndtbrg, shipment and WtabhUon of muse. This truss has been designed o an bndtvidual bulldbng component in accordance with ANSlfM 1.1995 and NDS-97 to be Incorporated as part of the budding deign by a Building Designer (registered architect or professional engineed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown ate in agreement with the local building code, local clbnslic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been deigned for storage or occupancy loads. The deign assumes omnpression chords (top or bottoiN ate eantfnu- orbty braced by sheathing unless otherwise specified. Where bollom chords in tension ate not fully braced laterally by a properly applied rWd ceiling, they should be braced at a tuauanum spacing of 10'O- o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrlmtlan. the fabrlotar shall review thb drawing to verify that this drawing is In nxudorvenm with the fabrieabors plans and to —1 a continuing responsibility for such ve: f1 atbn. Any dboepaneles ate to be put in writing before cutting or rebtkatlon. plate shall not be butalled over knotholes, knots or distorted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both facca of the tnass with nulls fully imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 6' long. Slots (hoksl rum parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate abes are nhbnitmml strsa based an the form shown and may need to be Increased for certain hand. long and/or erection sttesaes. This truss b not to be fabrlaled with (be retardant treated lumber udesa other -be shown. For additional Information on Quality Controi refer to ANSI/TPI I -INS PRECAUTIONARY NOTES Ail bracing and erection recommendations ate to be 1000aed in accordance with 'Handling InstatWng a Bracing'. NIB-91. Trussesera to be handled with panicubr care during bending and bundWg• delivery and Installation to avoid damage. Temporary and permanent bracing for holding incise in a straight and plumb pos. Itlon and for resbtbng lateral form shall be designed and installed by others Careful hand. Ilog b essential and erection bracing is always requtmd. Nomul precautionary action for trusses require such temporary bracing during Installation between trusses to avoid toppling and dwnlnobng. The supervision of erection of Wises shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed Concentration of construction bads greater than the deign loads shell not be applied to trusses at my time. No loads other than the weight of the crectors shall be applied to trusses until after all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V. 125atph, H. 15.0 ft, I. 1.00, &cp.Cat. 8, Kzt. 1.0 Bld Type. Earl L. 58.0 ft Ww 9.9 ft Truss in INT zone, TCDL. 4.2 psf, BCOL. 6.0 psf Itipact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECPIONt L/999 L--0.01" Dow 0.00" T.-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" FM er 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 TI: W — ....... ass==Joint Locations===.—a====a..= 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 . P=h=IONS 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 r 4 24 3X8 "19 9-10-13 L 1-6-2 5 215# 11.31" 4 417/I 2.50" (Rl-") l.ia 9-LO-13 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSMI 1-1995 scale = 0.4873 WARNING: READ All NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 (M7aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: W CONTRACTOR. Dsgor: TLY Coal: Date: 4-22-03 4005 MARONDA WAY BRACING WARNING: TC eve 16.0 psf DurFae - lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, porW bracing or sbndar bracing which Is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 FaX (407) 321-3913 TOMAS PONCE P.E. shown Is for lateral support of thus members only to reduce buckling length, provisions most be made to anchor lateral bracing at ends and specified locations determined by the build" designer. Additional bracing of the overea BC Live BC Dead 0.0 psf O.C. Spacing: 24.0" Design Criteria: TPI 9 LICENSE #0050068 structure may be required. (See fits-91 orTpll. (hu+a 1'lale Institute M. b looted at 583 D•onafno Drive. Madison. Wisconsin 53719). 10.0 psf Code Dese: Fug 1005 VANNsssA DNAVIE00.1't.32769 I 1 TOTAL 33.0 psf V'0 Sail - 3- 3 5. Design: Mmrir Analysis JOB PATH: CATU-LOKIHOMFDIR NCS: OB DESIGN INFORMATION TILLS design Is (or an individual building component and has been based on Information provided by the clienL The designer disclaims any responsibility for damages OR a result of (Rutty err Incorrect tnfomatlon, specifications and/or deslgas fumished to the truss designer by the client and the correctness or accuracy of this infomution as It may relate to a spe- cdk project and accepts no responsibility or exertses no control with regard to fabrlca• lion. handling, shipment and installation of trusses. This truss has been designed as an IndlNdua) building component (n accordance with ANSIrM I A 995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the design ImdkW shown must be checked to be sure that the data shown are to agreement with the local building codes, local climatic records for wind or snow Inds. Project specifications or special applied Inds. Unless shown. truss has not been designed for storage or Occupancy bads. The design assumes mmpresalon chords (top or bottom) arc eominu- ously braced by sheathing unless otherwise specUled. Where bottom chords bh lensbm ale not fully braced laterally by a property applied rtgld cedtng, they should be braced at a maxbuum spacing of 10-0- o.c Connector plate shall be manufactured from 20 gauge hot dipped gaMnirsd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revlew this drawing to verily that this drawing Is In eonfomance with the fabttmtoe3 plats and to malt- a mntlnutng responsibility for such verl• flmUon. Any discrepancies ate to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knoll or distorted gale. Members shall be cut for tight fitting wood to wood beaMg. Con• necior plates shall be located on both fan of the tnsa with malls fully bmbedded and aball be sym about the Joan unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- lang. Slots (holes) run paratkl to the plate length specilled. Double cuts on web members shall meet at the cenhold of the webs unless otherwise at= Connector plate efts era 1111111mutm slue boxed Orh Use formes shown and may need to be Increased for certain hand- ling and/or erection Stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional In(ot .. on Quallly Conlrot ruler to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in aoeordannee with "Handling Wts" & Bracing'. HI8-91. 'husses am to be hurdled with particular care during banding and bundling. delivery and lat"Dation to avoid damage Temporary and permanent bra" for holding trusses In a straight and plumb pas. ition and for resisting lateral fortes shall be designed and installed by others Comful hand- ling h essenUal and erection bracing b always required. Normal precautionary action for tnuaaes requires such temporary bracing during btstalhtlon between trusses to avoid toppling and dom i nobhg. The supewlstan of erection of trusses shall be under the central of persons experienced In the Installation of town. Profeastanal odvlee shag be sought U needed. Concentration of cautuvctlon bads gleaner than the deign lcads aluU not be spplled to trusses at any name No bads other than the weight of thr erectors shall be applied to trusses until after all fastening and bracing Is complctd. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. 70P 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: T- 0.00" RMB - 1.00 CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of lmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 mist be able transfer 52 pounds of horizontal reaction WndLod per ASCB 7-98, C&C, V- 125mph, H. 15.0 ft, I- 1.00, Bxp.Cat. B, lt:zt- 1.0 Blot Type- Part L. 58.0 ft W- 4.7 ft Truss in XNT 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: WI ATYA .......... Joint Location .............. 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-Loa 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 L 2 r4 Z4 28# 4.95" l_ 1-&2 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 Desifn: Mmnf Anatu n 2-2-2 ii` 120# 2.83" 4-8-9 240# 2 00" CANT: 0-0-7 C/L: al.3 Over 3 Supports WAMIN(4S READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: stating shown on this drawing is not erection bmcing, wind bruchng, portal bracing or stmW bracing width is a part of the building design and which must be considered by the buildt" designer. Bracing shown is for lateral support of tow members only to reduce buckling length. Prwblons 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 H10-91 of TP11. Rtuss Plate Institute. TPI. is located at 563 D'Ono(rio Drive, Madison. Wisconsin 537191• Conx!Tction by others. i Attach oes-�'aib scale = 0.8481 Eng. Job: Dwg: Truss ID: W1 Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - L6r: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 usf v-no nr ne_ e1'7nw Inn PITH. !'•ITCt rnvwnucnm HM' 08.20.02 JB: CHESAPEAKE K 3 AC: 10# CHEK3 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility (or damage as a result of faulty or Incorrect Inforowtbn. spectlletbns 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 spa cub project and accepts coo responsibility or exercise no control wide regard to fabria- thm. handling shipment and btstallatlon of trusser. This truss has been deigned as an Individual budding component In accordance with ANSIrM I.19M and NOS-97 to be Incorporated as Part of the building design by a Building Designer (registered arohttect or professional engneed. when reviewed for approval by the budding delgnner. the deign loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. loci ellnutic records for wised or snow bads. project specifications or speewl applied bads. Unless sham. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or botlan) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied r(od ceding, they should be braced at a maximum spacing of 10.4 o.c. Connector plates shall be manufactured from 20 gsuge hot dipped gahantud steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag eview, this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- (kallon. Any disaeparncie an to be put in writing before cutting or fabrication. Plates shag not be installed over knothole, knots or distorted gain. Members shag be cut (or tight (IWng wood to wood bearing. Con. nectar plates shall be betel an both faro of the truss vlth nalb fully imbedded and shad be Val. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- km& A fug plate is 6 wile x 6' long. Slew (holesl runt parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the webs unless otherwise shown. Connector plate ales ate minimum sues based on the forces shown and may need to be Increased for certain hand- Wy and/or erecton Stresses. This truss is not to be fabricated with fire etarda nt treated lumber unless otherwise shown. For addlUonal information on Quality Control refer to ANSII-M 1-19% PRECAUTIONARY NOTES AB bracing and ereclbn recoounendations are to be followed In accordance wlth'Handling InstaUbng a BractrW. HIB-91. Trusses are to be handled with particular are during landing and bundling, delivery and Installation to "void damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for reistbhg lateral force shall be designed and Installed by others. Careful hand- Ung b essential and erection bracing is always required. Nonnal precautionary action for trusses require such temporary bracing during wtalhtlat between tftuses to avoid topping and domtnoutg. The supervision of erection of tresses Shag be under the control of persons experdenecd In the installation of trusses. Professional advice shall be sought ff needed. Concentration of construction loads grater than the deign Inds shall not be applied to twses at time. any No bads other than the weight of the erectors shag be applied to trusses until alter ail fastening and bracing is completed. TOP CHORDS- 2x4 SP #2 D DOT CHORDS- 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE t Support 1 203# MAX LIVE LOAD DEFLECTI.ONt 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. is 4-3-15 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 1.25idph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rat. 1.0 Bid Type= Enc1 L= 58.0 ft W. 7.0 ft Truss in ]MT zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg -TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 TI: Y ATY:4 ._.—_____... _=Joint Locations--_=_.=____a=a= 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 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 433# Support 2 355# Support 3 52# 7-0-0 1 2 r6 DO 1 1 7-0-0 4 3 281N 8.0011 151# 2.50" 1-1-9 a� 7-M 82# .50" (Rt-1-7) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: 10-12 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNrS A OP-OVIEDO.(132766 Design.• M4fnx Almlyris WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Utis drawing is not erection bracing. wind bracing. portal bmdng or similar bracing which is a part of the building design and which most be considered by the budding designer. Brar.tng 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 budding designer Additional braetng of the overall sWctum may be required. (See IIIB-91 of Tp11. frruse Plate Institute, TPI. is bated at 583 D'Onofrlo Drive. Madison. Wisconsin $3719). JOB PATH: C:ITEE-LOXUIOMEDIR Connection designed by others. Attach with (2) 10d Toe-NaiLs scale = 0.4854 Eng. Job: Dwg: Dsgur: TLY Chk: Truss ID: Y Date: 4-22-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac -Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC, Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V:0 .0 02- 2 7 - 3 HCS: 0g.20.02 : CHESAPEAKE K 3 AC: 10# WO: WE: Iff DESIGN INFORMATION This design is for an Individual budding component and has been based on WornssUon provided by the client. The designer disclaim any responsibility for damage as a result of faulty or Incorrect tnforraation specification and/or desou fumbhed to the truss designer by the client and the correctness or accurary of this Information as it may relate to a spe- egk: project and accepts no responsibility or exercise rro eontrd with regard to labrlca- lion, handling shipment and installation of trussta. This truss has been deigned as an Individual budding component In accordance with ANSIrM 1-19% and NDS-97 to be incorporated as part of the building deign by a Building Designer (registered architect or pmfessionel englneer►. When reviewed for approval by the building designer. the deign loadings shown must be checked to be sue that the data shown are in agreement with the local building codes. local elannaUe records for wind or snow Toads. project sper8lntlons or special applied bads. Unless shown. truss has not been deigned for storage or occupancy Inds. 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 ceding. they should be traced at a maximum spacing of 101-M o a Connector plate shall be manufactured from 20 gauge hot dipped g lmiu:ed steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in txnfonrnatnce wiW the (abnicalor's plate and to realize a continuing responsibility for such vert- 0cation. Any discrepancies are to be put in writing before tutting or fabrication. Phle shall not be WtaOta over knotholes. knot$ or distorted grain. Members shall be cut for tight fitiing wood to wood beating. Con• nector plate shag be located on boUn faces of the truss with nulls fully imbedded and shag be "in. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 8' wide x g' long Slob 6holel tun parallel to the plate length specified. Double cuts on web members shall meet al the eentradd of the webs units$ othei. at= Connector plate staes are mwmum sires based oa the forces shown and may need to be increased for amain hand• ling and/or erection stteve. This thus is not to be fabricated with Ilse retardant treated lumber unless otherwise shown for additional lnfotmatbn on quality Control refer to ANSI/TPI 1.190 PRECAUTIONARY NOTES AU bracing and erection recommendatlon are to be followed In accordance with -Handling Intoding a Bracing'. 1039 91. Trusses are to be handled with parUcular core during banding and bundling. delivery and lmstallauan to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Man and for resisting latent force shag be deigned and Installed by others. Careful hand- Ung is essential and erection bractng b abaays required. Normal precautionary action for trusses requires such temporary bracing during Imbillallon behveen trusses to avoid topphng and domtnobq. The supervision of erection of trusses shag be under the control of persons experienced in the Uutagatlon of trusses. Prdessbrnal advke shag be sought If needed. Concentration of coninrctlon loads greater than the design bads shall not be applied to trusses at any line. No Inds other than the -eight of the erectors shall be applied to misses until alter 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 IAAD DEFLECTION: L/635 at Mid -panel # 1 L--0.10" D. 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE IMS -- 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, Ca4C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Encl L. 58.0 ft W. 5.1 ft Truss in 3Nr 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 ,1L -_===--a-a---eJoint locations ..... e:--=-a--x 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BBAR]IM 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 C NNEMON PER SCRBDDLEs Support 1 399# Support 2 278# Support 3 44# Attach with (4) IOd Toe -Nails Arta h with (1) 10d Toe -Nair 5-1-8 Ilk 4 3 219# 8.0011 110# 2.50" 1-1-9 61# 50" EXCEPT AS SHOWN PLATES ARE T120 CA TESTED PER ANS11TP1 1-1995 Over 3 Supports scale = 0.6197 WAKIVIIV(i: READ All NOTES ON THIS SHEET. LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA N FORD. FL. 32771 Bracing shown on this drawing is no erection bracing, wind bracing. portal bractng orsimilar bracing which is a part of the budding deign and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provlabn must be 1 TOMAS PONCE P.E. made to author lateral bracing at ends and apecined locations determined by the budding designer. Adddtdonal bracing of the overall structure may be r qubed. ISee HIB•91 of TPg. LICENSE #0050068 (1►a3s Plata institute. TPI. is bated at W3 D'Onofrlo Drive. Madison. Wtscamto 53719)• Eog. Job: wo-_� Dwg: Truss ID: Z Dsgar: TLY Chk: Date: 4-22-03 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afatrir Analysis JOB PATII: CATEE•LOKVIOMFDfR TOTAL 33.0 HCS: 0&20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been basil on Information provlded by the client. The designer dtxbWris any responsibility for damages as a mutt of faulty or Incorrect Information. spectilcattons and/or deigns furnished to the trusa designer by the client and the correctness or accuracy of this Infamutlon as It may relate to a spe- ci(le prgW and occepb no responsibility or exencbe no control wiw re¢rd to fobnlon• don. handling, shipment and Installation of trusses. This truss has been deigned as an Individual building component in accordance with ANSIrM 1-1995 and NDS-97 to be ummpor■ted as pout of the building design by a Buddhtg Designer (registered architect or professional ertgtneed. 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 rJhnaUc «cords (w atrnd or snow katds. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads The design assumes compression chords (top or bottom) are conunu- ously braced by shealhmng unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid calling. they should the braced at a maximum spacing of 101-M o.c. Connector plates shall be manufactured ham 70 gauge hot doped galvanized steel mating ASTM A 653. Grade 40. unless otherWe 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 real tre a continuing responsbWty for such nerl. Rmtoh. Any discrepancies are to be put In writing before cutting or fabrtmtion. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym, about the joint unless otherwise shown. A 5a4 plate is 5' wide x 4- long A 8s8 plate b 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double Gus an web members shall meet at the centroid of the webs unlcs otherwise shown. Connector plate slim GM mlnlrmmh ohm based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with (be retardant treated lumber unless otherwise shown. For additional tnfomatlon on Quality Control refer to ANSI/'(PI t-1995 PRECAUTIONARY NOTES AU bracing and erection nxominendatlons are to be (amused In accordance with -Handling lmtnWng a Bmcing'. HIB-91. Tr=esare to be handled with particular care during banding and bundling, delivery and W Wlatbn to avoid damage. Temporary and permanent bracing for holding trusses In a sttalgbt and plumb pos. Men and for resisting lateral forces shall be deigned and wtalled by others. Careful hand- Ung b eseenUal and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during butaltatlon between trusses to avoid toppl(mg and dormInolng. The supervision of erection of trrsses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction lads greater than the design loads shall not be applied to trusses at arty time. No leads other than the weight of the erectors shall be applied to trusser unu l after all fastening and brad" Is completed TOP CHORDSt 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 Lw-0.01" Dw 0,00" Tw-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te 0.00" RMB a 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 91 pounds of horizontal reaction WndLod per ASCB 7-98, CSC, Ve 125mph, He 15.0 ft, Iva 1.00, Exp.Cat. B, Rzte 1.0 Old Type. Encl Le 58.0 ft Ww 3.1 ft Truss in ttT zone, TCDL= 4.2 psf, BCDLw 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 . Z 1 ATY:4 ==e=eeeee=ea==Joint Locations=ee=e==eea=awe= 1) 0- 2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARIM LOCATICN----- 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 SCHBDULEt Support 1 287# Support 2 170 Support 3 27# 3-1-8 l 2 154# 8.00" 1-1-9 (R1-1-7) o EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 14995 (Maro'nda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Dafgn: Matrix Andyxfs 3-1-8 Over 3 Supports VVAKIPUMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on lib drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and witch must be eo adered by the building designer. am" shown is for lateral support of truss members only to reduce buckling Length. Pr"lons must be made to anchor lateral bracing at ends and specaled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-9I ofT1M). (Truss Plate (nstitute. TPI. is located at 583 D'Onofr:o Drive. Madison Wisconsin 53719). JOB PA71. C:ITEE4,0KIH0AlED1R Attach %vith (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails 67# 2.50" 37+Y 2}50" C�/L�-0-4 scale = 0.8792 Eng. Job: WO: CHEK3 Dwg: Truss ID: Z1 Dsgur: TLY Chk: Date: 4-22-03 TIC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Lave 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 0 2- 21 - 3 11CS: 08.20.02 CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is ror an Individual building component and has been hosed on information provided by the client. The designer disclaims any responsibility for damage as a result of faulty or Incortect Information. specifications and/or design furnished to the trams designer by the client and the conecmess or accuracy of this Infomnatlon as n may relate to a spe- dync project and accepts no responsibility or uencises no control svllh rv(frd to fibrca- tlon. handling. shipment and installation of trvase. This tress has been designed as an Individual building component in accordance with ANSI/TPI IAA and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneed. when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown ale In agreement with the local building codes. kocol cWnatlo recondi for wind or snow loads. project specifications or special applied lends. Un4ss shown. truss has not been designed for storage or occupancy lends. The design assumes compression chords (lop m bottom) are contlnu- ous(y 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 maxbnum spacing of 10`4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing is In conformance with the fabrlcotoes pram and to rallre s commumg responsibility for such verb Ilmton. Any discrepancies are to be put in writing before NlUng or fabrication. [hates shall not be installed over knothole, knots or distorted gram. Members dull be cut for tight BlUng wood to wood bearing. Can. nectar plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6xS plate is 6' wile a 8' long Sias (hwles) run parallel to the plate length specified. Double cuts on web mennbers shall meet at the centrold d the webs unless otherwise shown. Connector plate sties are n*Umum sties based on the force shown and may need to be Increased for certain hand. ling and/or erection sUess s. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-19M PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling tataWng& 8mclnf. hies-91 Trussesare to be handled with parteular core during bonding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. wing is essential and erection bracing is always required. Normal precautionary action for tiuvCs requires such temporary bracing during atlstallalltnl between trusses to avoid toppling and do atnomg. The supervision of erection or trusses shall be under the control or persons experienced In the installation of trusses. Professional advice shalt be sought 6 needed. Concentration of conslnrctlon Inds greater than the deign loads shall no be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS. 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the 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, CSC, V- 125mph, H- 15.0 ft, iw 1.00, Exp.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 -=-=---------- Joint Locations.=aawa..sea==a. 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Lac Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP FIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHDULE, Support 1 165# Support 2 65# Support 3 7# L 1-1-8 L 1 2 r600 i-1-8 3 4 3 89# 8.00" 25# 2.50" 1-1-9 12,Sp" (RI-1-7)° 1-1-8 C-IL/L: 1�-b1-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi1TP1 1-1995 Over 3 Supports LM aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this draw" is not en;cUon bracug, wind bracing. portal bracing or similar bracing which is a part of the building design and wlnkh must be considered by the building designer. Gracing 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 maybe required. (See HIB-91 of ml fins Plate Institute. TPI, is looted at 563 D'Onofr o Drive. Madison. Wisconsin 537191, Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: WO. Dwg: Truss ID: Z2 Dsgur: TLY Chk: Date: 4-22-03 TC Live 16.0 psi DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - PIt: 1.25 BC Live o.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v-no nc ne_ 121 -scan Design: Mdrrir Artdfysis JOB PAUL- C.ITE.E4,OKINONFDIR HCS• 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: DESIGN INFORMATION This design Is for an bndMdual building component and has been based on Information provided by the client. The designer disclaims any responsibWly for damages as a result of faulty or Incorrect bJomalbn. apectlicatlons and/or design furnished to the truss designer by the client and the correctness or accuracy of thin Information as h may relate to a spe- cifk pmlect and accepts no responsibility or exercises No control with regard to fabrica- tion. handling, shipment and installation of trusses. Thin thus has been designed as an bndlvldual building component In accordance with ANSWITI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (regillstered architect or professional englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure dot the data sh— am In agreanenl with the local building codes. local clbhalie records for wind or snow bodes. prgat specifications or special applied Inds. unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contlnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension ale not fully braced laterally by a property applied rigid ceding. they should be braced at a maxtroum spa" of 147-0' o c, Connector prates shall be manufactured from 20 gauge hot gypped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag mwlew this drawing to verify that this drawing b In anformance with the fabAcalofs plans and b realize • continuing responsibility fo such ver4 oration. Any dbaepandes an: to be put in writing before cutub g or fabriction. Plates shall not be Installed over knoUwks. knots or dbtarted gale. Members shall be cut for W MU ng wood to wood bearing. Con- nector plates shah be hated on both faces of the brass with nags fully imbedded and shall be sym. about the Joint unless otherwise shwa. A 5x4 plate is 5' wide x 4' long. A 6x8 plate b 6' wide x 8' long. Slots (holes) run parallel to the plate kngth specified. Double cuts on web members shall meet at the cent M of the webs unless otherwise shown. Connector plate slaw ane minimum sizes based on the forces shown and nay need to be increased for certain hand. ling md/or erection &tresses. Thin truss In not to be fabricated with rise 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 -Ilandimg Instalk" a Bracing. Hl"I. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avow damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shwll be designed and installed by others. Careful hand. ling Is essential and erection bracing Is always required. Normal precautionary action for trusses M.— such temporary bro" during Installation between trusses to avoid toppWy and dominoby. The supervision of ereellon of trusses stall be under the control a( persons experienced In the installation of trusses. professional advice shall be sought if needed Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectna shun be applied to trusses unto after an 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 imsltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTIONS 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" im - 1.15 2-5-15 0-6-6 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 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, Vw 125mph, H- 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Part L- 58.0 ft Ww 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 TI: Z3 ATY:3 - •-=Joint Locations.............. 1)a�0=-2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ---MAR. 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 5511 3-4-0 1 2 0- 3-4-0 4 3 la 1-1-9 161# 3.50" 63# 2 50" r 1,�, 34-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 3-2-12 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Den8n: Mdfrir Analysis WAKNINUJ: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawly is not c I n b-eing, wind bmdrtg, portal b-eing or similar breeby( which Is a part of the buWb* design and which must be considered by the building designer. Bracby shown Is for Intend support or truss members only to reduce buckling length. Pruvblons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bncby of the overall structure nay be required. (See NIBAI of TPB rhusa Plate Institute. Tpl, in located at 583 D'Onofrio Drtve. Medico%. Wisconsin 537191. JOB PATH- C17HE-L0KVT03fED1R i d'T'Ael�(3) Attach with (1) 10d Toe -Nails scale = 0.8424 Eng. Job: Dwg: Dsgur: TLY Chk: , Truss ID: Z3 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 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf ; 9. 5 2- 1 4 - HCS: 09.20.02 ESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design b for an individual building component a and has been based on Informaut provided; the client. The designer dbebltms any responsibility for damages as a moult of faulty or Incorrect bJormatkm. apetlllmtk"u and/or deeps furnished to the tow designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific pr"ed and accepts no responsibility or exenlw m control with regard to fabrim- tion. handlay, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSWITI I.1995 and NDS-97 to be incorporated as part of the building design by a Budding Deafgrcr Iregratered architect or Pro(wfonal engneed. When reviewed (or approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the kraal building codes. bat elaustie records (or wind w snow Iside. pro)eet specifications or special applied loads, rimless shown. truss has not been deigned for storage or occupancy bads. The design assumes compression chords Itop or bottom) are conlInu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are mot fumy braced literally by a property applied rigid ceiling. they should be braced at a mardinum spacing of 10•-V o.c. Connector plates sham be manufactured Crow 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator sham review this drawing to verify that this drawing b in conformance with the fabrkatofs pkaris and to slime a continuing responsibility for such weA- flatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates sham not be hsstalled over knotholes. (mots or distorted grain. Members sham be col for tight mttmg wood to wood bearing. Con - neater plates shall be located on both fail of the bum with nafb fully babedded and sham be sym. about the Joint unless otherwise shown. A 50 plate Is 5' wide x 4- long. A W plate b 6' wide x 6' long. Slots (holes) run parallel to the plate length specUled. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sloes are minimum sill based on the forces shown and may need to be Increased for catam hand. Ung and/or erection stresses This truss Is not to be fabricated with fire retardant treated lumber unless other -be shown. For additional infombtlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be famoaed m accordance with -Handling Installing d BmcbW. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid f g trusses inastraight atpermanent bracing .nd plumb pa- Ition and (or mobWg lateral forces shag be desfgnd and butalled by others. Careful hand- ling b essential and erection bracing b always required. Normal precautionary action for trusses require such temporary bracing during Installation between tnusTes to avoid toppift and dowmomg. The supervision of erection of muses shall be under the control of Persons experlenced in the mstagaUen of moves. Professional advice shag be sought m needed Concentration of construction loads Baler than the design bads shag not be applied to trusses at arty tbue. No bads other than the weight of the erectors shag be applied to trusses untg after all fastening and bracing b completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 Lee 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: To, 0.00" RMB - 1.15 EK3 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 32 pounds of horizontal reaction Wmdirod per ASCE 7-98, C&C, V- 125mph, Heo 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 ATY:2 -___-__=====a=JOint Locations=======e--===__ 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-Loe Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 BoT PIN 1- 0- 4 21 0 -16 SOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHBDIILgt Support 1 175# Support 2 66# Support 3 16# 1 1-1-8 L 6.00 4 3 1-1-9 89# 3.50" 1-1-8 22L9 2._*" -b n EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLTPI 1,-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Dahl Mdirix Anafysft WAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dewing is not aecUon bracing. wind bracing. portal bracbtg or similar bracing NUN b a part of the building design and which moat be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce Welding length. Provisions must be made to anchor lateral bracing at ends and spectrW loal:orn determined by the building design. Additional brad" of the overall structure may be requlmd. (See HIS-91 of TPO. rr nm Plate Institute. TPI, Is located at 583 D'Ondrlo Drive. Madison. Wisconsin 53719) JOB PATH: C.17M4.0KIHOMEDIR Attach th (t) 10d Toe- ails Attach with (1) 10d Toe -Nails scale = 1.51Z3 Eng. Job: D<vg: Dsgnr: TLY Chk: E Truss ID: Z4 Date: 4-22-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V•0 .05.0 - 1 50- 3 HCS• 0& 20.02 11 C!fi�ti•. to CV vn rn rn 0 a Wayne WINDL OAD SPEC/F/CATION 0109 Dalton . MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0' MAX HEIGHT MAXIMUM SECTION WIDTH 21" NOTES• 13 CA HORIZ ANGLE I 1. GLASS DISCLAIMER "NO } CONCLUSIONS OF ANY KIND I REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE 054" HORIZ TRACK DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB TRACK BOLT do (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 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. e; DRILL .281 OR 9/32 4. U-BAR TO HAVE A MINIMUM HOLE 1N TRACK FOR YIELD OF 80 KSI J8-US BRACKET ATTACHMENT S. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000-r- PSI. (1) JB-US BRACKET LOCATED- AT EACH ROLLER LOCATION 6. OPTIONAL - .080" (MIN) EXCEPT TOP BRACKET ROLLER q ALUMINUM LOUVERS WITH HIGH (P/N t25139). -0, IMPACT STYRENE FRAME MAY BE -- LOCATED IN THE END PANELS OF a: THE BOTTOM SECTION. G' i �- 7. LOCK OR OPERATOR IS REQUIRED. 5/16x1-5/8" > S. THE DESIGN OF THE LAG SCREW ; SUPPORTING STRUCTURAL AT EACH <, JB—US 0 �' ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE / R, PROFESSIONAL OF RECORD .FOR THE BUILDING OR STR J- ,G- URE AND IN ACCORDANCE. ;�WITHr,V,1j,yADS1 T 054" vERT TRACK BUILDING COQES-•FOFF 11 LISTED ON :l'H1S'�f�AWIN�rr,•:;��Y• 1/4-204/16" TRACK ' BOLT do 1/4-20 HEX A roved: = , _ NUT AT EACH JB—US PP .; BRACKET 33%5 AD6S6N OPE PENSk61: F ,39i1 •'fLOR1pi1'�fRilflFil�ldNfrjp;' p04�48,q.� ".�•'i?'.••' �, . , GEORGW.A;E nCAJ10N NO_'018519i11 �:":'' �� "•i:, ;�; ,i % NORTW t4 WPA ,CEPTUldA 1QNN6-16138S6 Dote: :3'n�=off. 'C! i i (0f, .:ri`ar Z.+►:� OP r1ON CODE.. • b 1'08 REV.' P WY 9 ' x 14 ' MAX 4 4-PSF 1 OF 4 TRACK. END HINGE, TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT do 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 CA WIDE BODY HINGE 00---- a° . :\ G % (4) 1/4-2Ox5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1 /4-2Ox5/8" TEK SCREWS • po �L END HINGES 13 rC . . •Q° J' 20 GA °Q' — "U -BAR ' WIDE BODY HINGE (P/N SEE BILL .��• OF MAT'L) h LT HIIO ,F RH ENO HINGE NYLO-ROLLER (P/N. i 70791) ® \ r.y � SOT T ' BRACKET \ /� (P/ H-2J0 54 do LH-210155) - (31•71/4-2 x7/8" TEK SCREWS \ N 100507 ' c Approved: - . W.S. VAlson. P.E 3395 ADDISON OR. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROUNA CERTIFICATION NO. 023V6 . �-.(20 CA CENTER Date: 3 — 5'— o ( 16 CA END STILES STILES) OPTION CODE' 0108 REV.'. - -P WM 9' x 14' MAX 44 PSF 2 OF 4 U-BAR L OCARONS ' 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 CA 80 KSI U—BARS „. MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS �. LOCATED AS SHOWN F�, 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 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN •� e e o o e / I (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE _ Cry. Y•1 C'� •' '2�4.�:� e o o • e '.,, ;•.J• 'fir. at�^ Approved: 1395 AdOt5ti14. We a�d k--ii5,j- j;'•. F60f8DA OTIF1CATION NO. 004848Si : : ~ , :;� GMFM A CEFMBaI1DI4?IC!10t8514 v- , P0KN .CN0UNA CERTIFICAnON x0 : p23Q3ti,; Date: O COD :Oyi��'. REV- P WM 9 ' x 14 MA � 4 4 � 3 OF4 CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS 8.-9' Approved: WS. W11130n. P.E. 3395 ADOISON OR.. KNSACOIA. FL 32514 FLORIDA CERTIFMCAT10N NO. OD48489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CORM ATION NO. 023836 Date: 3 — 1 1 . ,_ _. 0P T10N CODE-. 0108 REV. P WM 9' x 14 ' MAX 44 PSF 4 OF 4 ► Wind Load Test Report Report a 0108P February t, 2001 TEST REOUIREMENT: 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 field and per specificatiops 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 t0 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 l 1%. (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: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: 1. WayneMark 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 An5,wbr-:G,418(Q127). APPROVED dPT36N'i' Sp,;!!f Based on ofhe�'tests bt toy c4!alef 4'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: d' 3395.Addisotr.Drr, Pkr�coka;:FC�} Florida Ceh jJd,0DeW y.': Georgia CertNt8S•l bo,V '- ' ~�! North Caroling Rrr�Nd. 08336' J On -AN A " COUNTY z., WAgne Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPEECY'ICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16•-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION W•' WIDTH 21 NEG. 29 PSF 13 GA HORIZ ANGLE NOTES: F 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR HORIZ TRACK INADEQUACY OF THE GLASS IN THE .067" TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/16"- TRACK BOLT do (2) 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX NUT INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP 5/16"xi —5/8" LAC —\ (NAILED ON 6" CENTERS) MUST SCREW AT EACH OVERLAP TOP AND BOTH ENDS OF JB—US BRACKET 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 9/32"9— HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB—US BP ATTACHHMENMENTT YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1/4"-20x9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT do 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB—US 6RACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (t) JB—US BRACKET — LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP . LOCK OR OPERATOR IS S. SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRACK — PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR:'THE LOADS LISTED ON (1) JB—US BRACKET LOCATED Approved: AT EACH ROLLER LOCATION . EXCEPT TOP BRACKET ROLLER wi•wlsor, ._ :�:r' _ ::. �'' (P/N 125139). . 3MS ADQI NIOR'.. FFj1$�0y� FL 32514 : d U. FI-jOZA CFS�AACAI+l�k1 t�JlCbk9±89: — G=RG1-;:&MClT10N ►1Q: 018519 • NCjtiH,f,�gU.1t f FRQFk�j10N N0 ; 0�3C3 , n f. V Date: 0 oPr1on/ COWI:;c�1,,; :f?EV. P1 I wM 16' x 14' MAX, +27 -29 PSF 1, 1 OF 4 -- m m TRACK, END HINGE. TOP BRA CKET REQUIREMENTS 1/4"-20x9/16" TRACK BOLT do 1/4-20 HEX } NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4"-2Ox5/8" TEK SCREWS (P/N 141668) e n�"� ��t.y i••� %j�fir .�`�"L }NARROW BODY HINGEI (4) 1/4 2Ox5/8" SELF —THREADING SCREWS (2) 1 /4 2Ox5/8" I TEK SCREWS ALL END HINGES ;07/16" PUSH NUT AT EACH } t.lROLLER (P/N 243341) t LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS C, OR HINGES LH '•Q H N 2" NYLON ROLLER W/ 4 1/2" STEM (P/N) 108135 a0 WIDE BODY HINGE (P/N SEE BILL OF MAT•L) 3" 20 CA U—BAR RH END HINGE (3) 1/4"-2ox7/8" 0. V. .m :0 Approved: J/. �� `��— i f'' �� 1/2• L 20 GA CENTER W.S. wamn, P.E. L STILES M95 ADDISON OR, PQ1 ACOL . FL 32514 FLOR10A CERTIFICATION NO. 0046489 A GEORCIA CERTIFICATION NO. OIB519 � BOTTOM BRACKET 16 CA END STILES NORTH GROUNA CE7M11CATION NO. 023836 / (P/N RH-270354 Dote: ?-2 g_ p do LH-270355) OP77ON CODE-- 0110 1 REV.' P1 WM 76". x 14" MAX, +27 -29 PSF . 2 OF 4 v-BAR Z OCA ROWS r 12'-6' THRU 14' HIGH DOORS NOTE: . W/ (16) 3" 20 GA 80 KSI U-BARS ( MAXIMUM SECTION WIDTH S Z1�� LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3' 20 GA 80 KSI U-BARS LOCATED AS SHOWN e F 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 i �.oti7• .: ... o e o o e �:t:ijttt•/� �� •..r• II. f Approved:.!: a pp�'��—r t F '��� :� F30IpA R;r •fir. _.,r C}�1 9. .'r x GPRGU,.w= UMST'r•'.: � :..: •. NORTti�O!ROUt�(� f 0?4fa 023,6 ,• Dote:.' r2� o/ '"4��'qP OPRON C'�p� i,Fn��1; t`'��REV P1 Md 16 x 14' MAXr +27 —29 PSF y3 OF 4 CENTER STILE cue INTERMEOIA.TEE HINGE L 0CA T/0NS L N-J, - M--, �—,o ff Approved: ORANGE COUNTY BURnimeri mv wS. wa:w,, Pi 3395 ADOISON OR., PO&COLA. FL =14 MORIDA CERTIFICATION NO. 0048489 GEORGIA CERTMTION N0. 018519 NORTH CMUNA CfIMM71ON NO. 023836 Date: g- Z 8 -o ( OP RON CODE.• 0110 REV* P1 I WY 16 " x 14 ' MAX, f 27 -29 PSFJ 4 OF 4 Wind Load Test Report Report # 0110P 1 TEST REOUMEMENT: February 22, 2001 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;�L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stilet4, 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 ma:dmum 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 .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRA WING NUMBER: 0110 P TEST DATE: February22, 2001. Temp •71° F. .PRODUCT DESCRIPTION- - 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The nunimum 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. S..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 SDAMARITY- 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 apprgvedlo 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiou"� Anp&.4t,�GAIS(Q127). APPROV.EDDOP'TIOk(S t F, r,1S1�'% Based ono er ta's b " ' ui�'�1' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ..kt'Name: I ,fir':+��, 3`:•,C =` ��Op� ��.7�7�.�� l�t' rylf►y am' mat'.rc �a W. �, p.�r c.�5c:b� �bt'dv C l� `:S S. Wilson EB-P(v'�1 s- 3395 Addison.l�'r„-PEnSdCUI'a�F]�.5 f4 �, i y' `•• "') �' .�.rit�i.rU� is b.Ce l9 T� -��� Florida Cert IJu�,�tf�t 8 � �� =.e Georeia Ccrt'No. 0Y8 O 0 ca CV to v� (V d z a wag n� Rafton MODEL: STYLE: DESIGN PRESSURE: lWt OAD SPEC/F/CA RON 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T-O" MAX .WIDTH x 14'-0" MAX HEIGHT RAISED PANEL SCC # MAXIMUM SECTION WIDTH 21` POS./NEG. 29.3 PSF 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). MASTER PLAN 13 GA HORIZ ANGLE • I I 0 .054" HORIZ TRACK 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. (2) 1 /4-20x9/16" ° fLi� 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON G" 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. DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN* THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE BOTTOM SECTION. (P/N 125139). 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: 2� W.S. v0son, P.E. 3395 AOOISON DR., PENSACOL. FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORCU CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION N0. 023836 Date: `T — 2 R .G I OPTION CODE.' 0108 I REV- ?C51 5/16x1-5/8" LAG SCREW AT EACH JB—US o BRACKET 0 054' VERT TRACK — 1./4-20x9/16" TRACK —\\ill I BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET •, WM 9' x 14 " MAX 44 PSF I 1 OF 4 TRACK, END HINGE. TOP BRA CKET REEQUREMENTS 1/4-20x9/16" TRACK BOLT do 1/4-20 HEX z NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET Ti (P/N 108077) • (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE 4° 8° f .— (4) 1/4-204/8" SELF —THREADING SCREWS (P/N •100320) (2) 1 /4-20x5/8" TEK SCREWS q ALL END HINGES 9. 3" 20 GA 00• U—EAR • • — WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER 0 (P/N 270791)-\. r \ I � BOTTOM BRACKET• (P/N RH-270354 do LH-270355) (3) 1/4-20x7/8' •� TEK SCREWS (P/N 100507 Approved: ws. LAIN", Pr_ 3395 ADDISON Ok PENVCOIA FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERMCATION NO, 018519 NORTH CVMMA CERTIF1CAnON N0. 0Y3838 - - Date: 4 -,28 -o/ 16 GA END STILES (20 GA CENTER STILES) i OP ROM CODE. 0108 1 REV- P 1 I WM 9 " x 14' MAX 44 PSF 2 OF 4 U-BAR L OCA TIONS 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 S� J'-0Tf49U 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: wS waon. PE 3395 ADDISON DR.. PDG COLA. FL =14 FLORIM CE MMATION No. 0048489 GEORGIA CU MCA110N NO. 018519 NOM CAROLWA CMIlCATION NO. 0=6 Date: T "Z g -of OP77ON CODE.• 0708 1 REV P1 I WM 9' x 14' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P 1 A&TEST REOUMEMENT February 1, 2001 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 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 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 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. DRAWING NUMBER: 0108 P PEST DATE: January 25, 2001. Temp 64" F. • .tODUCT DESCRIPTION- 1. WayneMark Model 8000, 9x7, 4 section. Soo 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN3. Standard bottom astragal and retainer. MASTER 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 12im�� Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. .rme: W.S. Wilson, P.E. ? 2e-ot 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 0 cfl rn CV d z 4 Wayne palton l' MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPEECIFICA TION 0110 WAYNEMARK 8000 RAISED PANEL POS. 27 PSF NEG. 29 PSF 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). 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 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. S. 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. 2Approved: � W.S. Whan, P.E, 3395 ADDISON OR., PENSACOIA. FL 32514 FLORIDA CERTIFICATION 140. 0048489 GEORCU1 CERnRCAnON NO. 018519 NORTH CAROLINA CE3iTIFlCAnON N0. 023838 Date: Y-7-9-o1 & 8100 APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT SCC # 0 1- 006 MAXIMUM SECTION WIDTH 21" 067" HORIZ I (2) 1/4"-20x9 TRACK BOLT 8 1 /4"-20 HEX 5/16"0-5/8" L SCREW AT EA JB—US BRAC14 DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACN ATTACHME 1/4 20x9/16" TRACK BOLT do 1/4"-20 HEX NUT AT EACH JB—US BRACKET (1) JIB —US BRACKE LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT TC SECTIOj .067" VERT TRA (1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLI (P/N 125131 OF77ON CODE.- 0110 1 REV-' P1 I WM 16' x 74' MAX, +27 -29 PSF I 1 7*OF 4 TRACK, ENO HINGE. TOP BRACKET REQUIREMENTS SCC # ` o 2 -oa (V MASTER PLAN 1/4"-204/16" TRACK BOLT do 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4 20x5/� TEK SCREWS (P/N 141668) NARROW BODY HINGE C. I b 1 (4) 1/4"-20x5/8" SELF —THREADING SCREWS 2" NYLON ROLLER (2) 1/4"-2Ox5/8" W/ 4 1/2" STEM TEK SCREWS ALL / END HINGES (P/N) 108135 ® Q WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR RH END HINGE (3) 1/4'-2Ox7/8' TEK SCREWS (P/N 100507) Approved: t ws wamn, PF 3393 ADDISON DR.. PENSACOLA. FL 32514 I FLORIDA CERTIFICATION NO. 004W9 GEORGIA CERTIFICATION N0. 018519 NORTH CAROUNA CERTIFICATION NO. 02=6 Date: ?'—z OP RON CODE 0110 7/16" PUSH NUT AT EACH ' ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE I J � I i i I � i � I I _ u ■ BOTTOM BRACKET (P/N RH-270354 do LH-270355) 111111111 L 20 GA CENTER STILES 15 GA END STILES REV P1 I WM 16' x 14' MAX, f27 —29 PSF 2 OF 4 0 oil U-BAR L OCA TONS TE 12'-6' THRU 14' HIGH DOORS N-�= 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 MASTER PLAN 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 l. V Ox (2) 1/4" TEK SCREWS ATTACH AT EACH STILE Approved: Ws WIL.On. P.E M95 AMSON OR, PSGCOU, FL 32514 FLOREA CETt11FICATION. N0. 004W9 GEORGIA C£RIIFIGTION N0. 018519 _ . NORTH CAROLM CVMFICA71ON NO. 023MG Dote: 9 -28- of OPPON CODE.• 0110 1 REV P1 I WM 16' x 14' MAX, f27 -29 PSF 3 OF 4 CENTER ST/LLc' & INTERMEDIA TE HINGE L 0CA TIONE 16, OWSTER PLAN 14' 12 10, Approved: . W.S. wnmn. PE 3395 ADDISON OR- PENSACOU\ FL 32514 FLORIDA CER7IMTION NO. 0048489 GEORGIA CERMCAnom N0. 018519 NORM QMUHA CVMrCA110N NO. 02=6 Date: �I OP77ON CODE.- 0110 1 REV- P1 I WM 16' x 14' MAX, +27 -29 PSF I 4 OF 4 K5: -• ' Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REQUIREMENT: 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 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 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 ma.,dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 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 0 TEST DATE: February 22, 2001. Temp 71° F. 'RODUCT DESCRIPTION: S C C # O.Z - op 6 1. WayneMark.Model 8000, 160, 4 section. MASTER PLAN2. 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 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 SIlyIILARiTY: 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, GA13(Q127). APPROVED OPTIONS AM Based ono er to b ' uival Altuni.num Louvers and Styrene Window Frame Assembly per test number 020501. Name: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Georsia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "xX Alumiribm Mullions Contact Name & Number. Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. „ II. Governmental Product Approval: Agency Initials/Date Agency Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/1'5/02 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 PU MY OF WD Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NO RANDEX PAGE 29 I d d e e CAULK TOP OF MULL #10 •X 3/4" TEK SCREW WIND i JAM OW I 5/8__L— lx3 MULLION XFLA- lx4 MULLION (XFLA- WINDOW 5/8" JAMB #10 x 3. /4" TEX SCREW MULUL CAULK BOTTOM OWMII 1 u PRECASTED -'- SILL SEE CHART FOR a° FASTENERS WINDOW HEAD Va. Z" I " LIOFL N -45 ANCHOR CLIP 6 GA GALV. HEET METAL B. MAX CAPACITY ION XFLA-26-1) ION RFLA-39)SILL 3/8'MIN 3/4-MAX SEE CHART FOR t] FASTENERS VERTICAL MULLION SCHEDULE SINGLE UNIT TYPE OF MULLION TYPE OF CLIP WINDOW WINDOW. DESIGN PRESSURE WIDTH HEIGHT NUMBER AND INCH INCH 35 PSF FLA_45 TYPE OF FASTENERS 26" ' _1.0 z - ------pK_--- q 3 160 x 1-1 2 TAPCONS 38_ 1T4 �.-- 19-1/8"-63'_ --- --- OK-__ 4 J60 x IaKr TAPCONS 1_0 x 3.0 OK--- q 3 160„ x 1_ J2' TAPCONS t7_63 4,: --_ _ OK4 3J160 x 1- J2 _TAPCONS 10 x 30 OK 4 3 160'' Y 1-1 2"TAPCONS 8" 1_0 x 3.0 4 3 160 x 1-1 2 TAPCONS iT4-n _x 4 _3 180 ►--- 26-1/5Z8'` 3.0------OK77 --- %_�-x 1-J2 TAFCONS 3.0 O_K 4:3 a_-___ _ 63" --- _-_ 4 _3J60 x _1-1 TAPCONS �_0 x3.0 _0_K- _- 4 - J60' x 1- J2" TAPCONS 10 z 3.0--- ----- - ,.------ OK 4 3 1B0 x l-1 2 TAPCONS 26" �0 a 3.0 -`_ OK4 3 160 x 1-1 2 TAPCONS _ 1_:0 x 4 J6�-` x 1_ J2" TAPCONS 37" 50_ 5Z8 - _ 1_0 - -*- - - ,r _ _ 63 - ----- ------ 4 3' 160 x 1-J2 TAPCONS 1.0 x 3.0 -- ------------ 76-3 ------ --- UK--- 4 _3 1 x 1-1 2 TAPCONS 1�0 x 4.0 +---- " OK 4 1 40 x i-1 2TAPCONS 28 1.0 x 3.0 ___OK___ 4 _3 16_0 _x 1-1 2 TAPCONS 38-1j4' - 1.0 z_ - OK 4 3 160 ---CO - 53-1/8" 50-5Z8' -1-p x 3,0 --- --- _ �_.�_x 1_1 2 TAPCONS OIC2 if 0 z 1-1 2_'_T_APC_OIJS 1.0 a 3.0--- -—.v----- 7889 4' ---Ed x.4.0------OK--- 2 1j0 x_1-1 2' TAFCONS OK D ♦2 1 40"- X 1-1 2'' TAPCONS MAN�JFAGTIIREB NAME: M.AffM F1L1E # NOTES 1) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6083 T8. OR 8003 T5. // CHARLES A 'PA EM. P.R.2) ON EEAHA ANGLE LEG. THE19 ONE OI 1/N SHALLI6B ) FL REG. ENG..d 40121 •PLACED ON MULLION CUP CENTERLIN& DATE; 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH o 3.000 PSI AT 28 DAVR 130RANDEX PAGE- 30 nuT6: • 1) ALL ALI OR 608 2) WHEN 7 ON EAC PLACED 9) CONCRE AT 28 1 CHARM , PL RM DATR DW SILL SH HEAD DW iH HEAD 4 C3 s -4 w ti po •w v co i tX! Cr co NORANDEX PAGE 24 FL a e e �Af"i'URER NAM.- (2) 010 x 1 3/4 PH SMS IN 2 z 3/18'0 x 2-3/4' TAPCON THRU 1 BY BUCK WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) 110 x 1-3/4' Fil-SMS JIM .2 x BUCK : ---- SEE ELEVATION FOR ANCHOR SPACING. OR 4 (2) E10 z 1 3/4' PH-SIM BUCK WITH 1-1/2• MIL E- _. Sn ELEVATION FOR ANCHOR SPACING. I • [—WOOD BUCK A .4 - HEADER AND .SILL SECTION TYP. 1 B BUCK IY AL WOOD BUCK Nn OF I Na of INCNOB9 ANCIMM �• �• (4) .0 46 45 1e 3D 24 6 a 'p- 6• so- (3) 4e 57.5 67.a 46 67.5 57.s Ip 24 Ip a e a , eo. { (ne) 67.6. 5n7 s7.e en7 is 26 e a a• 9e" t4) e40 46 ,a 6n6 75 u Ip 30 24 a to • 10 w ts) the 61s the 6i6 16 24 le to 10 Ip Est 64.a Ent e4.a tS i(1:5) �10-0- _pe• 04.6 W= om--= 6t.e PIN fiN WE RI rnT. STEEL REIRF. LL 10• PANELS do 80.0 D.P. t �- iEllaeRED CLASS 91M clASS �p N D008 T176 INILM C Ip9t DL11CN Na OF No: OF - O � N i 510}O 10AP � WCIIDNS IHCHOAS D+mcam I e6.7 SILLe ,>1 rco A W4 30 p �! � rp (4) (4) 60.7 014 66.7 eat 24 16 B 6 aw an7 77.4 24 a e C.5, O'JOj 6e7 +� O ess Ip a ow 6n7. Ins -So (na) ee.7 71L. to a N o W Eti 96• eo eo ao to t41 o e IS Ip ~ �- 415.a 6na 24 10 r[�, O (a) 66.7 71.3 Is 10 C 6n7 Ise 16 10 96- (26) 6n9 6n6 6 . en2 EO 10 10 i0 (2) 3/18'0 x 2-3/4' TAPCON OR MIAMI DADE APPROVED FASTENERS. CONC. SEE ELEVATION FOR b a ANCHOR SPACING. � L' RA1�7 . °. do 60.0 D P.. RED r ) TYP. JAMB. SPE;l 21 REQUIRED 1 B Y 2 BY BUCKMAX 1/18'0 x 2-1/4' TAPCON OR 1 DADE APPROVED CONC. FAgr- ELEVATION FOR ANCHOR SPACING. ~ me ma a rm m m r•r tY NOTES.• 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4'. 23 ALL ALUMINUM EXTRUSIONS ARE ALLOY 8083-16•E } 3 OR TB WITH TYPICAL WALL THICKNESS OF • 0.82' USE HIGH QUALITY •CAULI( BEHIND' WINDOW FLANG& � 4; GLASS THICKNESS BASED -ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE ! ;1 % PANIA X ppl EL 5) THE RESPONS®I,1T.y FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLB' LOCAL LAWS.BUILDING "- CODES. ORDrmARcEs'OR OTHER SAnTy REQUIREMENTS REST SOLELY WITH THE ARCHITECT um /t BUILDING OWNER 'OR CONTRACTOR. 7) CONCRET w wt �7 a • �M a` o• �Q a; XXX PANEL PANEL PANEL � r t AT 28 DAYS � SIB STRENGTH- 3,000 PSI ,`�-I -i F Fm =4q 4 (2BY2)_ M lLUA (4BY2)meeu.umms NORANDEX PAGE 23 (2). 110 x 1-3/4' PH -MILS INTO 2 BY BUCK OR 3/16 0 x 2-3{4' TAPCON THRU I BY BUCK, (SHOWN) 3/16" TEMPERED GLASS WITH A 1-1/4 MIL EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. PANEL .SIZE DESIGN LOAD (2) BIo x 1-3/4' FH—SUS INTO 2 x BUCK INCHES N0. OF ANCHOR SCREWS IN FRAME SEE ELEVATION FOR ANCHOR SPACING. CAPACITY-PSF' HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL I NTERNALX70C 3OCaO� ALL 30 pia x 59�/2 " 53.3 16 18 8 3646 x 5912" 49.8 18 226 30 �fs' x 791/2 " 49.7 16 20 8 38s' g 791/2 " . 45 18 OPTIONAL 22 Ij 2 BY WOOD BUCK _SERIES. 500 ALUMINUM SIIDLNG GLASS M10R ALL OPERABLE PANELS (2) 010 : 1 3/4' PH -SUB DITO 2 BY FASTENER CHART BUCK WITH i-t/2' M. EMBEDMENT SEB E184ATION FOR ANCHOR SPACING. st (2) 3/16*0 z 2-3/4' -"_""" A01MA B.O.A.F. TAPCON OR MIAMI 2 x WDOD BUCK 1 x WDOD BUCK DADE APPROVED CONC. F CALb.S1ZE Wmm A NAMEt FASTENERS.. I C.S W. MA cman r:. l.. -;] OR ANCHOR ELEVATION SPACING. Uu TRACK AS REQUIRED 1 BY / (2) 3/1870 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR -SPACING. NOTES: 1 SHIi1 AS REQUITtM- MAX SHIM STACK 1/4'. 2� ALL ALUMNUM EXMUSIONS ARE ALLOY 8063-T6 OR TO WITH -TYPICAL WALL THICKNESS OF 0.82' . 9) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND' MAY VARY DEPENDING ON SIZE, 6) THE RESPONSIBILITY FOR SELECTION OF NQRANDEX PRODUCTS TO MEET ANY APPL ICAB1.B ILICAL..LAWS, HULLOING CODES; ORDINANCgS OR'OTHBR'SAFETY' RRQUIRMIBNTS REST SOLELY MR THE.ARCHITECI; ' BUILDING OWNER UR CONTRACTOR 8) CONCRETE CRQMPR=WE STRENGTH a 3.000 PSI AT 4BY2) rneu ma►l�ron NORANDEX PAGE 22 l0 X 1-3/4' P.H. S.)LS /1-I/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. w mi IN ellL716,241 =.I.. I y 10 X 1-3/4' P.H. S.N.S. W/1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR -ANCHOR SPACING. �44. 9 m s MCA. �tP ALT. FIN ATTACHMENT UNDER SHE IRING 9 CENTRAL: FLORMA B.O.A.F. MM AtTM= NAMR: MASTER FILE # 3 NOTES: 2; .SHIM AS REQUIRED- MAX ALL ALUMMILEXTRUSIONS �ARE ,ALLOY16083—T5 OR It: W!.. 'TYPICAL W�1Id{ TTHCRNESS OF 0.62' . 3) USE .HIGH..QVALlTY-'-cWVLIt IBEHIND WINDOW FLANGE. 4 GLASS: THICIUI>;SS•.BASED ON TABLE E1300 CLASS CHARTS; AND -,.`,MAY -`VARY DEPENDING ON SIZE 5) M':-;RESPDNSIIiIfdTY..Y0R SELEC170N OF NORANDEX PRO0UCTS ;TO: 1IM..ANY APPLICABLE LOCAL LAWS, BUILDING-?COD�, •ORDMAN¢ES OR OTHER SAFETY �Q�R�MEN`75�;`IiBST :3OLEL:.Y WITH THE ARCHITECT BUIIsD�Ia OHNSR'1 pR"CONTRACTOR 8) NOTE '• •INDICA9'E,S .THAT EQUAL, FASTENERS AT HEAD AND •SQ:i::ARE' REQU En. I /'10 X 1-3/4' b-H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. )un ISIONS WINDOW FASTENER -SCHEDULE 0. ANC;2* NO. ANCHORS w 'INCHES SEEJAMB 95 45 95 45 60 q PS PS PS PS PSF PSF U) w 2 2 2 2 2 �1.. V 25' —mil 9 —s 3� 2 2 2 2' G►' Q a• 3 `v.>— 37-1/4 2 2 2 2• 2• 2 3 'F 3 3 3 3 SC fr g P4 _g 3 3• 4• 3 3r. w 49-5/8 2 -2 2 3 2.3 9• 3 9 o s v V � 2 82' —9 2 _2 3 3 21 •2• 3• 4• 8 9- 3 4 4 4 4 4 4 4' o 2 y �.�° M b 2 2 2• 3 4 5 co —3/4' —2 2 9 2• 3 3 4 5 co) 4 pp0 4 '` n. _ 9 .s• 4• '3— 4 5 01 O O� 7 b p lux um timm 01 4 P. © I ,; F ..; r I Han 1' 4 I Sao ® TYP. JAMB SECTION STAIIrA 4 W00D FRAMF OF Of � 1/4' MAX. S S o. r] (TOP AND BOTTOM) P�11)ETAnr n; /d6 y kV ♦ i /�� O HEADER AND SILL SECTION r 10 f x 1-3/4' P.H.s.M s: / /2' MIN. EMBEDMENT 1 6F CHARIgg" �. - : . p: E. DsrAn -B /�// •� {� ti SEE. ELEVATION FOR WOOD FRAME ANCHOR SPACING. FI- REG�' ENG.. 8 49121 DATE, :3/Q7/QT' y 2 i. , NORANDEX PAGE 10 t W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. , 9 O 0 10 X 1-3/4' P.H. S.M.S. 11/1-1/2' IIIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIJi!�: _ iFACTU MM NAM: rr . I I 100MAOF-r mx # Jl� ALT. FIN ATTACHMENT /1 1/21- N4.E Ban,T UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING.-- TYP. JAMB SECTION ©. WOOD FRAME 1/4' MAX - SHIM (BOTH ' NOTES; ! SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6. WITH TYPICAL WALL THICKNESS OF 0.82' . 10 X 1-3/4' P.H. S.M.S. 3) USE HIGH •QUAlXrY .CAULK .BERM WINDOW FLANGE W/1-1/2' MIN. EMBEDMENT 4 GLASS THICKNESS -BASED ON TABLE E1300 GLASS SEE ELEVATION FOR CHARTS. AND -MAY VARY DEPENDING ON SIZE. ANCHOR SPACING. 5) THE RESPONSIBILITY FOR' SELECTION OF'NORANDEX HEADER AND SILL SECTION .WOOD .FRAME PRODUCTS To -MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODM: 'ORDINANCES OR OTHER SAFETY •REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING 'OWNER- OR CONTRACTOR. CHARLES A PA �P.E: •6) NOTE • INDICATES -"'THAT gQUAL FASTENERS AT FL REG. ENG. 9.,49121 � AND SH1 ARE REQUIRED. DATE; 3/27/02 Tyr r ge a1� ET -AIL -A. DETAIL-C SASHr OF DETAH.=B . NORANDEX PAGE 21 3 1B- TAPCON WITH A 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ___7 ° / A O 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT NOTES SEE ELEVATION FOR ANCHOR SPACING. REQUIRED. MAX SHIM STACK 1/4-. 2 ALL ALUMINUM 'EXTRUSIONS ARE ALLAY 8083-15 ° OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' . 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE a ' o .. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; AND MAY VARY DEPENDING ON SIZE 'IIFSPONSIBRM, 6) THE FOR 'SELECTION: OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCABUILDINL —r LAWS, REQUIRBMENTs% RESSTDSO�YY WIES TH OTHHEE ARCHITECT BUILDING OWNER -OR CONTRACTOR 6) A PRESSURE TREATED: WOODEN - - .-.OR MARBLE • SILL SHALL BE .ADDED'UNDER THE PRODUCT TO FULLY SUPPORT UNIT, .,THIS SUPPORT SHALL BE FIRMLY \" °1 ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER nS FULL LENGTH (S PLJED BY .ate. OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT EQUAL FASTENERS AT Tyt�- I BY BUCK TfflI�� Won! B.O.A.F.• 3/16- TAPCON MANUFACrURn NAM., W/1-1/4- MIN. EMBEDMENT AlgP4A, e . (SEE ELEVATION FOR ANCHOR SPACING) M"T PR F Z # r. 171 out -A CHARLES A'pAGSN, FT+ REG. EKG. f ,41 DATE: 12/lI/Ol, h'n h• 6 10 F.H. S.M-S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS HEAD SILL JAMB WIDTH HT(INCH) IH� E N (INC 6 360 35 4P-60 POTE 2 2•_ 2 2 - 28' • 2 2 2 3• 2 _ 2 53-1 8- 3 3• 2 — p 2 2• 2 3 26 1 - 38-1/4-. 2 _ 2' — 2 _ 3 — 2 3•— 2 3 3 19-1 2 2•_ 3 3 28=1 2 50-5/8- 97 2 2 — 2. _ _ 9 36 3 3 63-1 8- 9 — 4•— 3 — 3 19-1/8- 2 2• 3 4 1 2 63• _ — 2. 3 4 37 f_ T3 3 — 4 53-1 8- 9 447— g — 4 19-1/6' • 2 2• ' 3 4 26-1 2 46-9/4- 2 _ 2• 3 _ 4. 37' 2T — 3• 3 _ 4 53—1 8- YlI OIR 1mN _1 24' 4Q 1LLII O '-DETAIL-C DETAIL -B i . 'NORANDEX PAGE 9 • L TAPCON WITH A W. ifilola6' 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ® ANCHOR ; ANCHOR SPACING. �, I n d Ld , d 4 4 4 0 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6083—T5 4; OR T6 3 USE HIGH QA�dTY CAULK BEHIND IWINDOW FLANGE. GLASS THICKNESS BASED ON TABLE E1300 GLASS CARTS, AND MAY VARY DEPENDING ON S1ZX THE RESPONSIBaM FOR SEL 5)SELECTION OF NORANDEX .PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT; BURNING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALT. BE ADDED UNDER THE PRODUCT TO PU1LY •SUPPORT UNIT THIS SUPPORT SHALL BE THEPRODUCT OVER ITS ASONARYY ATTACHED INTOMFULLSUPPORT BY OTHERS), LE CTHD(SUPPLIED 7) CONCRETE COMPRESSp Z STRENGTH a 3,000 PSI lug. HEADER SECTION AT 28 DAYS T n'. 2 BY BUCK M.S. WITH A MIN. EMBEDMENT )H FOR 0 F 3/16' TAPCON - W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. -1i CENTRAL FLORIDA B.O.A.F MANUFACTURER NAME MASTElq FTM # -'AM srE WIDTH D: s 1 BY BDCR C 2 BY BUCK °r TYP. JAMB SECTION 114' SHIM 1 BY 2 .BY BUCK MAX. (BOTH JAMBS) SEE NOTE 8 CHARL.ES A. ' PIG P. E FL REG. ENG. #' 49121 DATE: 3/21/02 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ma um ,mm„ TV T AX rr AGr.A Of/ i/ef Cb 'o SASH o DETAIIrB I y -4% MIA MI -MADE AIIAMI-DADE COUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jefersou, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE -COMPLIANCE OFFICE ME-1110-I)AUL' I"I'-AGIJ-A 13UIl.DIN(; 140 wI:SI' FI.AGIXJt S'1'Itm. J', surl'I: 1 Gn3 MIAMI, I-LOIZIDA 33130-15ti3 (303).+75-291)1 I`AX (3()5) 373-29os C0\-I'1t,%C: 0R 1.1C:1:Nsl�C S1iC-1'IU� (JUS) 373.2327 l:,t\ (SUS) 375.253Y c:A-rlt,tc-ro li mvisIU.N (305) 373.296C, FAX (303) 373.29W lilt OUCC: t' CCU\ 1'tto 1. DIVISION • (3U3) 373�29U2 1�,�X (3U3) 372.6.131 Four application for Notice of Acceptance (NOA) of: • Entergy•6-8 S-tit'/E InsNving Opat'ue Double w/sidelites Reside' Insulated Steel Door under Chapter 9 of the Code of Miami -Dade County governing the use of Alternate Mtiterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office.(B000) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. if this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.2.3 a' EXPIRES: 04/02/2006 Raul lcoanguca Chief Product Control Division TIIIS IS T1IE COVERSI•IEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE,C•PRODUCT' REN'IE�V C0,11iNlITTEE 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 Nliami-Dade County, Florida under the conditions set forth above. :APPROVED: 0610a12001 Francisco J. Quintann. R.A. Director Niiami-Dade County 1311ilding Codt; Complianct; Office \\s0.150001\pc2000\Itempl2t=\notice acceptance cover pnge.dot Internet mail addresx: postmaster!u buildin�cadcanlinc.com 11o111epahc: lit dimocodconli•nc.com Premdor Entry Svstems ACCEPTANCE No.: 01-0314.24 APPROVED : SUN 0 5 2001 EXPIRES ' Ai)ril 02. 2006 NOTICE Of ACCEPTANCE: SPECIFIC CONDITIOINS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Acceptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the. locations where the pressure requirements, as dctcmlincd by SFBC Cl):tpter ?3, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2.' PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Onlv and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENNI-I, Shcets. 1 through 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 dated 0)/11 00, bearing the Miami-Dadc County Product - Control approval stamp with the Noiicc of Acccptancc number'and-approval date by the Miami-Dadc County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 . This approval applies to single unit applications of pair of doors and.singie door only, as shoN%M in approved drawings. Single door units shall indlude all components described in the: active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non -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 with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. a. LABELING S.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, suite and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENT'S 6.1 Application for building permit shall bd accompanied by topics of tile following: 6.1.1 This Notice of Acceptance • 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O rcial or the South Florid:,,I wilding Code (SFBC) in order to properly evaluate the installation o )/1 -ZL ti s stem. L_ Manucl crcz, P.E. Product Con xamincr Product ntrol Division 2 Prcmdor Entry -Si -stems ACCEPTANCE No.: 0I-0314.24 APPROVED JV'i O 2�01 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITION'S 1. Renewal of this Acccptancc (approval) shall be considered aRer a renewal application has been filed and the original submitted documcntation, including test supporting data, engineering documents, arc no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.:, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally appnovcd. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the*con:cct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in 19c materials, use, a�jd/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 revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date maybe displayed in advertising litchture. Ifany portion of tlic Notice of Acceptance is displayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shalt be provided to the user by the manufacturer or its distributors and shall be'availablc for inspection at' the job site at all time. The engineer needs not•rescal the copies. S.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of p;►gcs 1, 2 and this last page 3. Ei\D OF TIIIS ACCEPT NCE �"� Manuel tcc( rez, P.E., Product ontro - . aminerProducntrol Division 3 PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) ' r NI KC�COM INN. ./1 1/E' rcWNNAI CtgPrN t.e yr . S mN Itnr MAX I+t• ■ t• toa sr+Rts .. 111 -Olt w tmx w �. MAK S' MAX 'MAX , IS• IS' IS' IS• 6 IS' DL fS' DC. 17' O.G IS' ' ' IIAx IIAx NAx MAx tlAx IIAII NAx MAi MAX N� W Ap OITI t I ti, 11 1/ ' MAX IB' OL O,G SPACING • r�mra A 17 43 1 /16• t• t TOP (i DOOx N r [iG"Ivi61x? aNt s A am SPACING to- MCI i LOCK Zt• 64' ' j7 r MAX OLD17 BO 1 /I6• • 1/ tING Mrrtl X..ar • O.C.SPACING IB' OL ,� W rear a rws wrs IS AX . O.C.17 ACItO'i jIB•10L mar,�'iiircr �� �' gi[a0i1 + .•� F 17. OL+q• w tux pL tlAx 17' DC� 17. OC MAx MAx 17' DC�IS• DC- NAr Mn: IS' OC+t7' Mnx DG� MAN .• MAY 7 NAx RAN � r vx . r rna r.0rtp ra Norc t ATTACH ASTRAGAL THROW BOLT IB x P LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD VITH 110 x 1 3/4' HOLES FLATHEAD SCREWS' NOTES, IJ WOOD BUCKS BY OTHERS MUST BE ANCID]RED 1I x 1 7/4" LONG 'FLATHEAD PROPERLY, TO' TRANSFER'.LOAOS TO THE STRUCTURE, SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO Lx INSVING QUALIFY THE FOLLOWING INSTALLATIONS. RJL INSVING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE �- DOOR SYSTEM IS ANCHORED TO A MINIMUM TVO BY APPR�ED AS CC J+Llur rT11. w STRUCTURAL WOOD BUCK C. MASONRY OR CONCRETE CONSTRUCTION WHERE SOUTNFLA A1 NGCODE CA �)Y U J�'+Ifl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER D1'0.IRAIMN VIERS VATER INFILIRAII@I OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL WOIEIEMI 6 IECDCO t REOUIRE1EMf li HDI NEEOCD Br ONE BY WOOD BUCK N + Pao CoxtaoLMnsroN J. ALL ANCHORING SCREWS TO BE 110 WITH x Uuaa.. C'^_PI,"CE ' e MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTAICENO'JI•031H• L� OR 3/16' PFH TAPCONS VITH 1 1/2' MINIMUM EMBEDMENT r UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED IT k CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANO.E BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADC COUNTY TO SILL IS LESS TITAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VNERE THE WIT AND IIE AREA ARE DESIGNED TO 9. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER IWILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c Ra civil N0m¢ATtua IIA100 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ll�ol�yy�tol[ ¢t ► tT JAMBS AND SIDELITES. QIIEDKD I I►I MCI. Ri 600*01KN"l 1 COWW MI04 IlwA1 T. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDELITE BASE w ,.N�. «m. ,�. CORNERS ARE COPED AND BUTT JOINED. . ' _ 1 I - e.. m ..aa, l r. & DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST FREMOUR Y . INHIBITIVE PRIMER PAINS VITH A DRY FILM THICKNESS OF 0.8 TO L2 MIL 9. FRANCS SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ gILz Q1, PI-1029-EW-I SHEET I ()F 5 VATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF 0•B TO Is MIL. m gvnliitT3 y „ „�• INiER10R ,.• 1w1 �s �..• LQ �5 o i--- ri -----a I- 16 �� MAX_ , ri v. 1 Q wa 7,. 1!.• $N1h wZ I GLAZING DETAIL 112' ! GLASS BITE TEWEWD cuss INSWING OTHER CONFIGURATIONS III I w>< � u1 „v _ I wI �•'j MPRWED/1S WNFIYWG WITH THE SODUIRpgamli +aC0m :FR a,y190N CODE000M1MOFFCE FOcuvi:CE ND 0,-0 31Y. 2,( tit b 1-1029—EV-1 ml 2 DF 6 tf8 wu O 1/4' SHIM MAX r— 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX ? SECTION B-B 2 BY WOOD BUCK EXTERIOR MA I LRIALS LIST IIEH ND. DESCRIPTION PART NUHBER CONHENTS I 0 WOOD HEAD JAMB •EV-I/ 1 1/1• X 1 9/16' NTL. TO BE PINE OR COUIVALENI O COHPRCSSION WEATHERSTRIP ALUMINII4 V_ LffAMEEN RAN X A 0 R 4 ASTRAGAL-LV _ PRENDOR GRAND nR COUIVALCN9 5/B',ALIININUM ASTRAL ALUHINIAI-BIIMPCR iFOtESHOLD TOP EV-IS PREHDOR BRAND OR EQUIVALENT - I 1//•,X / 9/16' © CHANNEL CV-0B PREHDOR BRAND - 111/16' - 20 GA STEEL T Zt!� jn Id B 1LAI ID BRtI B B Pnilogr] T A DENSITY 2.0 TO 2.5 Ibs./rl' - 9 DTTpII CHANNEL EV-07 PREHDOR BRAND - 1 11/16' - 20 GA STEEL l0 VDQD LOCK BLOCK STRIKE SlllC fV-09 1• X 9 1/2- NIL. TO BE PINE OR COUIVALENI —� 11 EV-06 15/16' X 1 11/16- HTL. TO BE PINE OR EQUIVALENT 2 HINGE STILE LOCK PREP TILLER PLATE 12-05 15/16• X 1 II/16' NTL. TO BE PINE OR EQUIVALENT 13 EV-10 . PREHOOR•BRAND - .050' THICK- NIL. TO BE POLYEINYLE 0 1•x1' HINGE V- 6 HAGER BRAND HINGE OR EQUIVALENT - 097 THICK (STEI 1121 VOOD HINGE JAMB 110 x 3/1' rjtv.- - 1 1/1• X 1 9/16' NIL. TO BE PINE OR EQUIVALENI 16 — B10 x 2' fHVS (4) SCREVS PCR HINK INTO DmR 1 ID c nagqf[ — Itn SCREWS iHOdD1 S)RDIE -Ml tNiO SIQLIFE Sun• r mum rim X B' oc INERWIER • U SCRtVS IHRMM EACH SlUall[ "I DMM SIDLLIt[ 4. mw roml OP- OX IS' OL lllEeEArI[R • 7 IA V 0 REFER 10 ELEVAIMN VIEW rm S Or 110 X 3/1• r.H.V.-& S Wl USED AND LDEA110fIS 19 IB x 2' fxV.i c2T SCRfVS PER HINGE INTO JAMD . (2) SCREWS AT EACH STRIKE PLATr LOCXSET I 110 X 1 3/1' rlLV S. VOOD SIDEL17C JAMB 22• X 61' SINGLE PANEL GLAS SIDELITE TRIM (WOOD) 1 1/4' Q VOOD CASING _ ® WOOD SIDELITE HEAD JAHB WOOD SIDELITE BASE POLYPROPYLENE LITE rRAHE _ •16 X 1 1/2' :P.AN ICAD SCREWS SIDELITE STILES I PIN NAIL DOW SILICONE #995 ' 1B01S U Iss I01C1, w : I CIIRUsIpd+ Km wick SI0 mn. IO APPROMED AS C018LYOIG %VM UM Sam RM DI�aGN . PREMDDR ENTRY S1 911 L .[Tr[>tml OWUNMCOMEPIM94 EOHYCE ACCEPtVUN0.01-031Y-zV Plll EL 66T62 ' erA4 ifIIWOCD ��c� M-locj - (UUL 16 x 1/2' )4TL. TO BE PINE OR EOUIVALEN . I IL D P 0o alv1t I- I Its mxo u •SIDE Or slot .w IF AS nlu es /1' x 1 9/16- HTL TO BE PINE OR EQUIVALENT /1• x 1 9/16- HTL TO BE PINE OR CQUIVALCNI ' Polypropylene by ODL PER rRANEID N Art[¢ '16' X 1 11/16' NIL TO BE PINE OR EQUIVALENT LOG GAM. 1- N f2M To. rvu r DC IKWIDL Ib11 OI nALD6 Ng I 1-1029-EW-I. SHEET 3 OF 6' ELVISDN L[II[R 0 2 BY u000 BUCK 1/4' SHIM MAX 3/4' lJ I INTERIOR 79 3/16• MAX 80 11/16' MAX I 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 MTROM AS Cok:KWZ N4N THE 1-1029-EW-I SHEET.4 OF 6 QVISM OR p tttii• OTHER DOOR .'CONFIGURA TIONS W 1,.• nrlif W A I/n r"r• •WW IW W IW W � M fW Y W QW r IW yW r IW IW 1 W W V� '• fW r� 1 1 1 ath" _ ♦ _ lop oyrw " li - KIP a ur W • K /�tY. IIL f L � • ® � � lul► I ✓fW • rw ■ K YOt ♦ - nyyn 1 1 I I 1 1 I �y ►W �y f �1 IW W YI W •nnl � all AMOWD AS CCUKV IG%nm iME -- Zl u" "J D—.Macm ouJ By PI f DL DR7ypp •� ffjmlGCWEC0W WCCE PII ACU ffAWE AQ 0/-O3 W 11 � � X Ilailt SI1 ma. IQ e1 MIE I K 1 IN Y SYST MS Nt 31-1029-EW-I ? SHEET 5 OF 6 I[YIflUt Wirt • J OTHER DOOR PANEL _ 36, STYLES • r MAX 79 1116-- acln ADD DU CH DO 00000Ban 000 00 DD DD OD DD OD DD OD �oo DD no 0�� DD G QQ oo 0o no t� BLANK 10P 6-PANEL 4-PANEL 9-PANEL 10-PANEL IB-PA1rL 0 0 1-PANCL FLUSH 8-PANEL [RDSSBU[I( 12-PANEL 4-PANEL EYEBROV V%SCROLL EYEABROV NEL5-PANEL 5-PANEL .OTHER SIDELITE STYLES ",SCROLL GYEBR 36' MAX 793 16� SL-10 SL-20 SL-]D SL-60 $L-50 - SL-500 SL-69A D SL-69B SL-69C SL-25 SL-55 SL-29D SL-40 SL-90A SL-90B SL-90C SL-309 SL-30C SL-70 S1-80 0� �D DD OD D� no •no PD-1 PD-2 PD-3 PD-/ PD-5 PO-6 PD-7 PD-B PD-9 PD-10 PD-11 PD-12 PD-13 PD-14 PD-15 PO-16 PD-17 ® h DD LM sod W PD i8 PD-19 PD-20 P0-21 PO-22 PD-2] PD-2� PD-25 PD 26 PD-27 PD 2B PO-29 PD-]D t+ 9 o PD-31 PD-]2 PD-33 PD-34 m � l©� D�D ��� ��� LOpIL Ul[SS IOICI I4dCILE RIBbmS tutu I[ S IDIL 011E lD.i le �PRCNOOR DOOR OP IDNS � u n o00 ' DDD DDO ODD a o fill PR M N Y SYmill Po-35 PO-36 PD-37 PD-39 PD-]9 PD-10 PD /1 PD-/2 Po-/] Pp -/]A NILIfIIM MS 31-1029-EW-1 PD-430 "Illa am SHEET 6 Of 6 MIAM1•DADE -NIIAA I-DADECOUNTY,FLORIDA &IETRO-DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Pi-enldor Entry Systems 911 E. Jefersou, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE CONIPLIANCE OFFICE MI:'1RO-DAIX FI-AGL1ER IIUI1.1)11vG 140 w1ES'r rIAou.-It s-nu-m r, Surf!, 166 MIAMI, F1.OJtll)A 33130-1503 (303).373-290I FAX (3()5) 37S-29()S C:U\ RACTOR III (:1 \SING sxc'rjos 005P73.2527 co-N-r1Ll('roit F:\FUltt:li\11: (3Q5)371-27G6 J-:1W(.105)37t._IU., Plu)ul:Cl' C:U\ I'R01. DIV Isms (305) 37S•2'JU2 F.L\ (.IUS) 372.GJ.1�) Your application for Notice of Acceptance (NOA) of. Entcrgy 6-8 S-W/E Outswing Opaque Single w/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recon111)e;nded for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the; conditions specified herein. This NOA shall not be valid after the expiration•date stated below. BCCO reserves the right to secure this product or material at' any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material rails to meet the requirements of the South Florida 'Building Code. The expense ofsuch testing will be in'Curred by the manufacturer. �J f :ACCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 RaUl Koar,gum Chief Product Control Division THIS'IS THE COVERSHEET SEE ADDITIONAL PACES FOR SPECIFICA\D GFENERAL CONDITIONS BUILDING CODE &I PRODUCT REVIEW CO-N1N1ITTEE 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 ford) above. APPROVED: WO5/2001 d Francisco 1. Quintana, R.A. Director 1Nliami-Dads; County l3uilding Code Compliance 01'rict; 11:03500011pc200011templa=\notice acceptance cover page.dot Internet mail address: I)otilnlastcrr�buildin-codconline.con) l fie: I)tlp://)e�ti 1�'.buildin Premdor Entry Systems ACCEPTANCE No.: 01-0 1 .21 APPROVED JUN 0 5 L��j EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE Ll. 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-ee of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as dctcm'iincd by SFBC Chapter 23. do not exceed the Design Pressure Rating valtics indicated in, the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsivin; Opaque Sin;ld Residential.Insulafcd Steel Door with 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 .l through 6 of 6, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames %vith Bumper Threshold (Outswing)," prepared by manufacturer, dated' 7/29/97 with revision C dated 01/15/01, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to-singlc 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 approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection systcm. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the; approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this systcm. Manucl Pcrcz, P.E. Product Con rot •xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: OI-03I4:21 APPROVEDJUN 0 5 EXPIRES 4pril02 2006 NOTICE OF ACCEPTANCE: STANDARD C* ONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all 111c requirements of this acceptance, including the correct installation of the product. d. The enginedr who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in chic mdterials, use, ar�,d/or manufacture of the product or process shall automatically be caus office. e for termination of this Acceptance, unless prior written approval has been s� requested (through tl)c filing of a rcvision'application with appropriate fee) and granted by this 6. Any of the following shall also be grounds for removal of this Acceptatice:' a. Unsatisfactory perfotmiance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for tcrhiination and removal of Acceptance. 9. This Notice 'of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc 'ntrol Division 3 4MAX •1_ 15' 'MA) D C. .15' MAX Elf 15' MAX D C. A 15, MAX rkLMllUf<.. (LN I LHbY BNAND) WUOD EDGE SINGLE DOOR WITH- SIDELITES IN W013D WITH BUMPER .THRESHOLD _FRAME• COUTSWING> 1 "'�> PER'ID">!"sl"LUL". €E 00• MAX LTERNAT ]/16• PFH 1 WIT 1/2' MINIMUM ENBEB _ 4' MAX MAX 41 MAX — ' MAX 3' MAX $' MAX �y, MAx 'C 3' MAX 14' 3' MAX ►TAX 4' MAX 22 SS 1(EE NpTET5)LES • 8 TAP 14• 011st � �~ Lis• MAx q' Ig. w►x f;' ►wx TOP OF DOOR 3 Va. E TO 4 V L. � �' KVIKiLt OEADDtbt nwtrz DA NARLOC DEADeOLI gal eZr , �,, MAX I DLO f DO 1 /16• U. a � DO , 4 MODEL 1q lo�P,Tt 1$' .MAX DC 1 C MAX`' 6' AX11 iuz�"►iix Minx IHyAIC Is' N E r Is 4' MAX MA' �-3' MAX 3' MAX NOtESs :3. MAX 3. I VOOD BUCKS BY OTHERS. MUST BE ANCHORED4' MAX MAX 4• MAX MAX IROPERL•Y TO TRANST'ER LOADS TO TIE STRUCIIR4 D TIE PRECEDING DRAVINGS ARE INTENDED TO MIFY -THE FOLLOVING ►NSTALLATIONS. VOOD FRAME MOWED MINIMUM WHERE YSiCM II MOWEDED ED i0 A NO BY BY WOOD PCNING . MASONRY OR CONCRETE CONSTRUCTION VKRE RA OUISVING LA oUTSVING DM SYSTEM IS ANC"DKD TO A MOIIHLW TVD BY TRUCTURAL VOOD BUCK MASONRY OR CONCRETE CoNSTRUCT•IDU WHERE FKLSSUR, nn D[DZ SYSTEM IS AMCIm1TED DIRECTLY fD C04CRCTE � M p1l O1g�BSOBN IKLC�oRlw ALL lO11�MCCa ANCHORING SCREWS TO BE 110 VITH NIMUN 11/V EMBEDMENT INTO VOOD SUBSTRATE Y L PFN TAPCOHS vITH I 1?' MWIHWM CMBEmEM1 MA RIVALLED i0 MASONRY. , IMIIS WALL BE ONLY AT LOCA11014 PROIECIEO IT A CAP&I OR OVEb" SLOT 1101 nt AVAE DEIVEEN DIC EDGE 7• EAMIPY OR OV[RI.4 UNIT MUST 8T INSTALLED WITH •MIAMI-DAOC COUNTY TO SILL IS LESS IIAN /5 CECREES IMESS UNIT IS RIVALLED IN IMREEDSTAPLES PER SIDE JAMB INTO HEADER ON SIDE 10-HABRAILE AREAS MERE INE Will AND IME AREA ARE KSIDEO' TO ID DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDCLITES. ACETPI VAIER 116DIRAIIOM LATEX SEALANT TO BE APPLIED AT SIDE IT SIDE MBS AND 91DCL.IrCL DDOR/SIOELITE HEADER, DOER/SIOELITE JANOS, AMC SIDELITE BASE NAAabv 111 RNERS ARE COPED AND BUTT JOINED 'In it DOORS SMALL BE PRE-PAINIED VITH A VATCR-BASED CPDXY RUST IIBITIVE PRIMER PAINT VITH A CRT FILM IHICKMESS OF 09 TO IZ MIL FRAMES SNALL BE PRE-PAINICD VITN AN ACRYLIC LATEX VATCR-BASED/ FROUR LHIRT' 1ER.RCDUCIBLE WHITE PRIMER WIN A DRY FILM TNICKNESS or DB TO Q MILmw >OLDRa MAX MAX BB x 1. 3/4' F.H.V.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPAOVEDAS COMOLYI1.•61U Its Inc SOUTH I RDA SUP MtJG CZOE OAT J�J/� OY �YAAI PROM; T�RROLLr==-f U ouui N C00l: COLIPLIA.YCE CPnCR AaP.�rAItcR rto. or • of/v. Z I -1020-EW-E SHEET I D;. 6 area UIo _ I 112' ;LASS BITE 1n:1 I 1-1 GLAZING DETAIL OUTS W IIV G OTHER CONFIGURATIONS a CRi"M GRADE u u'ctux69 ' 6e 3i4• EXTERIOR ;•a Or INTERIM • .. nn►aara0�oor+a�rwcrnT►itr¢ . ROLOPIMM er ve rErau¢o GLASSeutum Door aaurLwue s r. m . ACCEPr••CEN0. 1-1020—EN-0 MY. t or 6 MEN C 3/ 4' 80,11/16' MAX EXTERIOR 79 5/16' MAX SECTIDN B-B 1 1/4" vOOD HEAD JAMB �•at nunuLR EV-12 Will IS �--- COMPRESSION WEATHERSIRIP 1 I/4• X 1 9/16' NfL (0 BE PING OR EOUIVALCNI . WOOD STRIKE JAMB ru _UV- 4 - K Loan X A 0 I i/4' X / 9/16' MIL TO BE PINE ALUHINUH-BUMPER THRESHOLD EV-13 OR EQUIVALENT PRENBOR BRAND OR EQUIVALENT TOP CHANNEL EW-OS•• - 1 1/4' x 4 9/16' PREHDOR BRAND - I II/16' (11) �m1 - 20 GA STEEL _� Y BASF FOAM- m tt�II rte Rmu RH Rimy 1 OEI I IY 2.0 10 25 Ill BOtTOH CHANNEL W D EV-04 to PREMOOR BRAND - 1 II/16" - 20 Fdl STEEL 9L CK STRIKE STILE EV-OB 1' X 9 1/2' M(L TO BE PINE OR EOUI VALEHf HINGE STILE- EV-07 15/16' X 1 Ill MIL, TO BE PINE OR EQUIVALENT EV-06 IS/16' v V O O LOCK PREP FILLER•PLAIE EW-09 X 1 11/16 HIL TO BE PING OR Ell ENT - PREMOOR BRAND - Mg- THICK- MIL. I� 4'x4' HINGE V000 V- TO BE HAGER BRAND HINGE OR EQUIVALENT �� IS HINGE JAMB 010 x 3/1' FHV S. - A97 (S C! 1 1/4' X 1 9/16• Mft TO BE PINE OR IVALENT INTERIOR 11Q y2• Fxvs. (4) SCREVS PER HIW (NTQ O(pR W S-x llil EACHOELI SIIE JAt C110 � 1 � Matt 15' QI L AlIiJiCSIIEI TIC, 1' WYR fltpl IB R I vAlIm1AVKMI SIOELITE WOOD STILE EV-11 RETER TO ELEVAIIM VIEW FOR 1 ff SCRS NIB LUEA1101S 9 08 x•- FJLWS. 15/16' X 1 11/16• MfL f0 BE PI OR EIIUIV LOCKSEr (2).SCREVS AT EACH STRIKE PLATE ® 010 x 1 3//' FJI.VS KVIKSET RANG 200 L CK OR HARLUC BRAND 100 LOCI( SI II UM IRM(I JAI IMfO " * a SIDEUM JNI Ir IV Ig' Ot T IEREAFTIR A Wvx TR011 rl In ST7tEVS IlgltM ^ STRRE JAI 0110 SI�UTE JAI�, V DM f�l 1 B' ILL TIIWXIER /) sutvs IMMUDI EACH V NUS 0110 an JNII V000 SIDELIIE JAMB 22' x 64• SINGLE PANEL GLASS EV-18 EW-19 1 1/4'•X 4 9/16' MIL. TO BE PINE DR EQUIVALCNT 1 aS SIDEIITE TRIM (WOOD) WOOD CASING • EV-20 H TL -1 4 - 5116 x I/2• MTL. TO BE PINE OR EUUIVALENI li I n _ WOOD SIDELITE HEAU JAMB EV-21 Ev-22 : SIRE er slat( Jams as.hAl - 1 ® —WOOD SIOELIfE BASE POLYPROPYLENE EV-23 1 " x 4 9/16' NIL r0 IIE PINE OR EQUIVALENT 11/1• X / 9/16' NIL TO BE PINE ® LITE FRAME ' 06 -1617, OOL-2 OR EQUIVALEN HP Polypropylene by OOL X 1 1/.2• PAN HEAD SCREVS IB PER FRAME DOW SILICONE PIN NAIL #995 ATI / �' II Tt�I OIR MaC P 6C/ OL IIQ - R11 1("am Apt IR • v `rw � calslmc ra n I TstR routx np?TIC IT er Jur1 ORI I 911 L 81alDQ�T000E0QIPlWCCE� PIIISI 1-1020-EW-0 SHEET � OF 6 ![VD'AH LCIILTI 8 1/4' SHIM MAX ITERIOR I 79M""" AX 80 11/16' I MAX 2 BY WOOD BUCK -� UTTTn1.I . r -r; 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 5 F--1 1/4' DOW SILICONE #995 wramlo CfkIr.TY1R %MTN 1HE ..Uuul\ �.,uivi IUUfv\H I IUJ�,� �r w uxa ASS-0tyLVM VAT" Too - • NZ EAvr.�Ftim� G ..1/VVfI PI OWLS"wtum fll C N" 'CEOF E fll a'ceva+cExae�- ems_ v X 31-1020- EW-p SHEET 5 OF 6 �v�a uut� u I HLK BUUK HANEL STYLES. 36 I¢ MAX ,9 • DO 00 00 003 [IUD 001 MA _00 oD o0 101 oo ou ODD aEu oua P� 6-PANEL hPA1Dy 9-PANEL 10-PANEL 16-P . ANCI OTHER SIDELITE STYLES 30' —I r— MAX 79 M X o U p SL-to SL-20 SL-39 SL-60 n-50 SL-308 SL-69A S1-690 0o o� 0o QD g ao . ao 00 PO-1 PD-2 PO-3 PD-4 Pp-5 PD-6 PD-7 PO-8 all all BOG ®®Il, o0 00 go �0 OP ao 000 pp uu Q PLUSH 0-PANCL CROSSBUCK d d 0 12-PAKL t-PANEI, 5-PSmL 5-PAN v A►lEl [YCBROV y/ 5-PANEL 5-P v/SCRQL EYEBROV - a p SL-69C n-25 n-35 SL-300 SL-40 SL-WA 0o ao 00 00 00 PO-9 PO-10 PD-11 PO-12 PO-13 I oiml ILIBI ILMI PO-lp PO-19 PO-20 PO-ZI PO-22 PD-23 PO-ZI PD-25 PO-26 PO-27 PD-28 PO-29 PD-3o O� log n0� OBjj 0�0 ' IOGIY U([SS 101[0. rae IuI 000 11D16p6 DA[SS 101[ q o log 000 o e d P qq qq i 0 >5 p _ oAM D-36 PD 37 . PO-38 PD-39 PO-40 P11-/1 P0-42 AIL Af[$p) . PO-13 PO-13q PD-438 Plil ci 1676i n-90p n-9a n-300 r n-30C n-10 n-00 QQ ua as PO-14 PD-15 PO-16 PO-17 Fiffil O w J PO-31 PO-32 PO-33 PO-34 w lrr � ,� g 8 a; if i 31-1020-EW-O SHEET 6 OF 6 • 1 m(1 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: �p�5 r� n ��p�� �(l i, Permitting Office: City, State4n J 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 - _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A _ 5. Is this a worst case? _ yes - 6. Conditioned floor area (ft') _ 1625 fP c. N/A 7. Glass area dt type - a. Clear - single pane 133.0 fP - 13. Heating systems b. Clear - double pane 0.0 fP - a. Electric Heat Pump Cap: 35.4 kBtu/hr C. Tint/other SHGC - single pane 0.0 fe - _ HSPF: 7.40 d. Tint/other SHGC - double pane 0.0 fe 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 fP - _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 207.0 ft- b. N/A _ c. N/A - - d. N/A - c. Conservation credits e. N/A (HR-Heat recovery, Solar - 10. Ceiling types _ DI•IP-Dedicated beat pump) a. Under Attic R=19.0, 360.0 fP _ 15. HVAC credits PTA b. Under Attic R-19.0, 1272.0 ft' - (CF-Ceiling fan, CV -Cross ventilation, - c. Under Attic R=19.0, 97.0 fe 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-Multizone 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 Review of the plans and by this calculation are in compliance with the Florida specifications covered by this Energy Code. calculation indicates compliance PREPARED BY: ith the Florida Energy Code. DATE:-�a ��()�2qiW;'Xefore construction is completed this building will be inspected for I hereby certify that this 'Iding, as designed, is in compliance with Section 553.908 compliance with the or Energy Code. Florida Statutes. OWNER/AGENT. ) BUILDING OFFICIAL: DATE: DATE: EnergyGaugeO (Version: FLRCPB v3.21) FORM 60OA-2001 ' SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS.,,, PERMIT #: I BASE I AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 1198.3 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area X BSPM = Points Type 1 Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 Exterior 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 2352 CEILING TYPES Area X BSPM = Points Type lUnderAtUc R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 175.0(p) Raised -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175. 0(D -31.90 -5582.5 0.0 0.00 0.0 Base Total: -5565.0 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 1625.0 14.31 23El53.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyGauge@1FIaRES'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 Points = Cooling Total X Cap X Duct X System X Credit = Cooling Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 31019.1 0.4266 13232.7 30841.8 F30841.8 1.000 1.00 (1.079x 1.150 x 1.00) 0.310 1.241 0.310 0.950 0.950 11270.5 11270.5 EnergyGauge TM DCA Form 60OA-2001 EnergyGaugeO/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS. pop PERMIT #: 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 = Points Type Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent Base Total: 1240.0 2438.E 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) Raised -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: INFILTRATION Area X BWPM = Points 1625.0 -0.28 -455 ri 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 EnergyGauge® DCA Form 600A-2001- - E: nergyGaugeOFIaRES'2001 FLRCPB v3.-, 1 175.0 437.5 Area X WPM = Points 1625.0 -0.28 455.0 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE PERMIT #: AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: 6992.E Total Winter X System = Points Multiplier Heating Points Total X Component Cap X Duct X System X Credit = Heating Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 4681.2 0.6274 2937.0 �6992 6 ..00 (1 1.239 x 1 �) 0.461 0.950 3795.7 EnergyGaugeTO DCA Fong 600A.2001 EnergyGaugeVFIaRES'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 AS -BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Total Points Points Points Points Points. PointHPtoinster = Points 13233 2937 7692 23862 11271 3796 7278 22345 PASS EnergyGaugeTm DCA Form 60OA_2001 EnergyGau-9e&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:,,, 6A-21 INFILTRATION REDUCTION COMPt teNt%= cur. -we o�T PERMIT #: Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be rovided. External or built-in heat tra r uir Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal i Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610, n..-- •- ---- _ .... - o�w���o manual or automatic thermostat for each s Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 600A-2001 EnergyGauge&FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. ELECTRIC, , , , ' I. New construction or existing 2. Single family or multi -family New - 12. Cooling systems 3. Number of units, if mold -family Single family g - a. Central Unit I Cap: 35.4 kBtu/hr 4. Number of Bedrooms 3 - b. N/A _ SEER: 11.00 - 5. Is this a worst case? -- Yes 6. Conditioned floor area (fp) 1625 fe _ c. N/A - - 7. Glass area & type a. Clear -single pane b. Clear -double pane 133.0 fP 13. Heating - � systems - c. Tint/other SHGC - single pane 0.0 fe a. Electric Heat Pump 0.0 fi - Cap: 35.4 kBtu/hr _ d. Tint/other SHGC - double pane 0.0 fe - b. N/A HSPF: 7.40 - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175. �) R c. N/A - - b. N/A - c. N/A - - 9 Wall types 14. Hot water systems - a. Concrete, 1nt Insul, Exterior - R�.2, 1033.0 R' a• Electric Resistance Ca50 p: .0 gallons b. Frame, Steel, Adjacent _ R=11.0, 207.0 W b. N/A - EF: 0.93 - e. N/A - d. N/A - - e. N/A - C. Conservation credits - 10. Ceiling types (HR-Heat recovery, Solar - a. Under Attic b. Under Attic - DHP-Dedicated heat pump) R-19.0, 360.0 fe _ 15. HVAC credits c. Under Attic R=19.0, 1272.0 fePT+ - (CF-Ceiling ng fan, CV -Cross ventilation, - R-19.0, 97.0 fe 11. Ducts HF Whole house fan, e. Sup: Unc. Ret: Con. AH: Garage Sup. R�.O, PT -Programmable Thermostat, 165.0 R b. N/A - RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-H-Multizone heating) 1 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 CBE STq�41 will be completed based on installed Code compliant features, ��p4 Builder Signature: Date: O \ � c� Address of New Home: `r City/.FL Zip: �coD wE'�v� *NOTE. The home's estimated energy performance score is only ctvailable through the FLA/RE-S compuler program. This is not a Building Energy Rating. If your score is 80 or greater (or 86for a US EPA/DOE Energy&Wmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida .Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsee. uef edu for information and a list of certified Raters For information about Florida's Energy Efficiency Cod''e For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge& Version: FLRCPB v3.21)