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HomeMy WebLinkAbout109 Dominion Ct 03-2220 SFRpf'R:�Jj I:%T) i DRYSS CONTRACTOR A 1) DR I: SS PHON11- N'(-'1"-1BER PROPERI'VOWNER ADDRESS PHONE NJJMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SIJ11DIVISION Z11 cn PERMIT #cZedgicie DATE IAeaga *JOS PERMIT DESCRIPTION X PERMIT VALUATION o1Vld, SQUARE FOOTAGE �S �� v lip �/� CITY OF SANFORD PERMIT APPLICATION Permit #: �t� Date: June 17, 20 Job Address: 109 Dominion Court Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $92,460.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,528 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-5QS-0000-0340 (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 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: f4071321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: {407) 321_3.913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may he additional pen -nits 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 6/17/03 Signature r/Agent Date Russell Keith Summers (;t Owner/Agent's Na e • 6/17/03 Signature of Notary -State of Florida Date nnIA DEBBIE TIME My Comm Exp• 215105 No. CC 999378 Owner/Agent is _X_ Personally Known to Me or 6t/17/03 Signature of Co gent Date Russell Keith Summers P ' Contractor/Agent's L017/03 Signature of Notary -State of Florida Date of Fr DEBBIE TIME a�' �9 N TAur ,; My Comm Exp. 215/05 ` iN°` No. GC 999378 �, prl o Ry Known 1 I other 1,0. Contractor/Agent is _X_ Personally Known to Me or _ Produced ID�, _ Produced ID APPLICATION APPROVED BY: Bldg: �Zoning: -- - Utilities: — (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: :4505 3.0� CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: dt)GL(7) Date: The undersigned hereby applies for a permit to install the following electrical: Marnnrla Hnmsac Tne of VirwArin Owner's Name: Address of Job: 1 uq-- I Electrical Contractor: Residential: DANIEL G. PUGLISI Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service / S© 3S; 00 New Commercial: AMP Service Change of Service: From _ AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. pplic s Signature - 0001663 ---------------------------------- State License Number ffK Fi.ffYP`�v CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: ( ' _ �) r) Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job- 109 Dominion Court Lot: 34 Panel: 6 Mechanical Contractor: GARY CARMACK Residential _—_� _-_-- Non -Residential of Work: Val A Amount 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 .lob: __--_-1Q- D011 inion Court LOt_ 34 Panel: 6 Plumbing Contractor: _______WILLIAM T._SELF ___ Residential: _ � _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Si . ature CFC057039 State License Number L[Nit-ronda Homes =j AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITF_ F • ORLANDO, FLoRiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 34 109 Dominion Court. RUSSEL EI S MERS, CRC058496 MARONDA HO S, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. i DEB81C TIME Tea o My Comm Exp. M5 a aueuc No. CC 999378 Perwalty mown I) oths I.O. NOTARY PUBLIC CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc KWMAE NORSE9 CLERK OF CIRCUIT COURT SENIN XE COUNTY OK 0484a PG 1912 CLERK'S * 2003093915 RECOM 06/03/2003 90 17t13 DN RECORDINS FEES 6.00 FEMM BY N Nolden NOTICE OF COMMENCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0340 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 34 109 Dominion Court; 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) c U. SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER c3 � a Name and address Bank of America. NA, 750 S. Orlando Ave.. 0102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 6"2388 O oPersons within the State of Florida designated by owner upon whom notice or other W = z documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. °0 + ,O Kampf Title. 200 W. 1`' St.. Sanford. FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. (Name and address) In addition to himself, Owner designates or to receive'a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KkIULSOMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this - day of __ , 2003. Notary Public v0fl itt" !;t)Yt DIME TIME LARYANNEMORSE MY Comm Ew.?*"" CIRCUIT COU" KWICW CC 999378Ci1UNTY, FLORID!tM Ct,.�Rr PLOT PLAN for. MARONL A HOMES, INC. DESCRIP110N. LOT 34, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thry 76 PU&X RECORDS SEMINOLE COUNTY. FLORIDA N, DOGWOOD DRIVE 589°49' 1 IV 89.50' 2C ----------e f__ E.— — — — — — — — I— 5CALEI'-20' I � �I I a0 I d 5' 10' 2d 6 I N &00' GRAPHIC 5CALE I LOT 35 -- I LOT 33 O 0 24' I - 0 b N CON mm rAno N BUILDING SETBACKS FRONT: 25' REAR. 20' SIDE. 7.3' SIDE STREET: 20' BUILDING LINE: 60' LOT 34 CONTAINS 9.965 SQUARE FEET/0.229 ACRES +/- 50.00' O O 3 MODEL: GEORGETOWN " A (4-2) BLOCK FINISHED FLOOR ELEVATION —47.OG DRAINAGE TYPE: "A! WITH 1 O' x 2W PATIO ;4'- 16. :Tq CONCR� EETE FLOOR SLAB E1,f!� MUST BE 1f" ,AL; OF ADJACENT OTHERWISE; PPR z [ l d tll 1 R O.00 OO► 5" UNLESS N •33. 16� •32.56' DVED t3W 48 55"W 0 NOTES FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE EASTERLY BASED ON THE FEDERAL EMERGENCY ppM I N ION LINE OF LOT 34 BEING NOO'll'46'W. MANAGEMENT AGENCY FLOOD INSURANCE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP. THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE TWIN COURT PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ":X " 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED RADIU9 COMMUNITY PANEL NQ. 120289 0040 E Q IN THE nELO. EFFECTIVE DATE: APRI. 17. 1995. POINT THIS IS NOT A SURVEY. MAP REVISION DATE. (SUBJECT To CHANGE) 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. ABBRENATIONS/LEWVD. NO: -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- 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 ARC -ARC LENGTH L.B.-LICENSED BUSINESS CENTERLINE A/C -AIR CONDITIONER PAD DR -OFFICIAL RECORDS CH.WM- BEARING P.C.C.-POINT OF COMPOUND CURVATURE dU.E.-510EWALK rt UTILITY EASEMENT U.E.-UTILITY EASEMENT O.U.ASSE.-DRAINAGE. UTILITY & `f aDELTA CENTRAL ANGLE) GU.E.-•ORAINAGE a UTILITY EASEMENT SIDEWALK EASEMENT A PONE INC. LAND SURVEYORS AND AUPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 630-9080 FAX No. (407) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED AND RAI A SEAL OF 'WIN THE LICENSED A FLORIDA LICENSED SURVEYOR AND MAPPER 4ft;g_b r� • + REVISION DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1 6 ,/20123 LOT by NEIL CAW FILE: CROWNC01.34.011G W.0.2003-7406 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 24 Subdivision: CROWN COLONY Property Address: 109 DOMINION COURT ® 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. O 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. 0 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. D f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 433 S.F. Porch(s)/Entry(s) S.F. Patio(s) S.F. Conditioned structure 2,095 S.F. Total (Gross Area) 2,528S.F. M 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FoLLow on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑O 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Tuesday, ]une 17, 2003 SIGNATURE: (By O Authorized Agent) CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 109 DOMINION CT for which permit 03-00002220 has heretofore been issued on 6/24/03 has been completed according to plans and specifications filed in the office of the Building Of 'cial, pr' r Eo the issuance of said building permit, to wit as complies with all the building, plumbing, e ectrical 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 APPR VhT. DATE BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water ewer Lines In M.k\ ines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name treet Signs fights Storm Sewer _ Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FIRES PAm DATE AMOUNT 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 6/24/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 APPROVAL PAGE: CERTIFICATE OF,OCCUPANCY / COMPLETION This is to certify that the building located at 109 DOMINION CT for which permit 03-00002220 has heretofore been issued on 6/24/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 6/24/03 91.93 01-RADON GAS TAX FEE 6/24/03 12.64 01-ROAD IMPACT FEES 6/24/03 847.00 01-RECOVERY FD/CERT. PGM. 6/24/03 12.64 01-SCHOOL IMPACT FEE 6/24/03 1384.00 WD 'IMPACT:SINGLE FAMILY 6/24/03 650.00 SD IMPACT:SINGLE FAMILY 6/24/03 1700.00 OWNER BUILDING ICIAL DA o43640;z CERTIFCATE OF OCCUPANCY�flwvedijlq XQ►UEST FOR FINAL INSPECTION *** SINGLE FAMILY RESIDENCE"" DATE: PERMIT :.a ADDRESS: CONTRACTOR: PHONE #: �ACD - ``1'-) t, — \\ The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. '.-,'.Engineering OFire vr-, ` L . ublic Works ,� �Zoning � ,R --'Utilities Licensing i\ \ u\ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTIOR as SINGLE FAMILY RESIDENCE"" DATE: \\-\b-(�"s PERMIT TO 0 1A ADDRESS: \C5-A iA V bas aCONTRACTOR: k a. CL = &'W W S PHONE #: !Ab-I - Ln 't, -Izl%\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. 7 Engineering 0 Fire - N-\ \ v , ::Public Works A OZoning ,t<ti. it!W�ov't�� 0 Licensing- i\ IPZ-o - CONDITIONS: (TO BE COMP D NLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION *** SINGLE FAMILY RESIDENCE"" DATE: PERMIT #: b' - 4 ADDRESS. \ cam" CONTRACTOR; PHONE #: Lb-) - L- r) ", -- k\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. .Angineering OFire "r\ 1 glo3 p. ;Public Works OZoning Utilities ❑Licensing ONLY IF APROVAL 1S CONDITIONAL) "-AW" 'sue, LAND SURVEYORS Address: 109 Dominion Court 300 COUNTY ROAD 427 50UTH LONOWOOO, FLORIDA 32750-5499 TELEPHONE: (407) 830-9060 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Legal Description: Lot 34, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 34. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). D Cavozr,- Fl(n�da Lazed Surveyor & Mapper Reg. No. 2005 Licensed Business No. 5073 11-6-2003 Date Fieldwork Completed W.O.# 2003-15230 r FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL fLCOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Impoftt Read the instructions on pages 1- 7. SECTION A- PROPERTY OWNER INFORMATION For Insuranoe Company use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO, Company NAIC Number 109 Dominion Court CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 34 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, 4 necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type): ( W - #N - ##.##" or ##.tom) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAWE B3. STATE CROWNCOLONY/ 120294 SEWOOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREMSED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of Hooding) 12117C 0045 E 4117195 41MV95 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when constrt dm of the building is complete. C2. Building Diagram Number I (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, ARIA1-A30, AR/AH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (inducing basement or enclosure) o b) Top of next higher floor o c) Bottom of lowest horizontal structural member (V zones only) _ J(m) I o o d) Attached garage (top of slab) _. _ft.(m) E cc o e) Lowest elevation of machinery andlor equipment u, servicing the building (Describe in a Comments area) ft.(m) 2 X f) Lowest adjacent (finished) grade (LAG) fL m z' 9) o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) co o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade J o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHRECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY ST SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Inklinudon from SectIm A - BUILDING STREET ADDRESS (IndudN Apt, Unit. Sut, ardor Bldg. No.) OR P.O. ROUTE AND BOX NIT—, i For Insumnoe Corp" Use. 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 agent/oompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (1MTHOUT BFE) For Zone AO and Zone A (without BFE), oomplete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest a4acent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest a4acent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery ardUor equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest a4acent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the oorrmmunity's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this infomration in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sedions A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELL.ER ROAD. SURE F ORLANDO FL 32810 407475.9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the co munhy's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or oommunity4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF CON!"L.IANCE/000UPANCY 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: G9. BFE or (in Zone AO) depth of flooding at the building site is: LOCAL OFFICIAL'S NAME COMMUNITY NAME TITLE SIGNATURE DATE COMMENTS _. ft.(m) Datum: — _ 8.(m) Datum: ❑ Check here 9 attachments FEMA Form 81-31, January 2003 Replaces all previous editions a FORM860A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: GEORGETOWN 4 BDR Builder: MARONDA HOMES Address:1(A WAIAIM Out Permitting Office: City, state-UPermit Number: Owner: LECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 _ _ SEER: 11.00 4. Number of Bedrooms 4 _ _ b. N/A 5. Is this a worst case? yes _ 6. Conditioned floor area (W) 2095 W c. N/A 7. Glass area & type a. Clear - single pane 192.0 ff — 13. Heating systems b. Clear - double pane 0.0 ft' a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tint/other SHGC - single pane 0.0 ff _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 fit' _ b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R--O.O, 235.0(p) ft c. N/A I _ b. N/A c. N/A 14. Hot water systems Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 1322.0 fl' — EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 325.0 fP _ b. N/A c. N/A i d. N/A _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) ' a. Under Attic R=19.0, 2297.0 ff — 15. HVAC credits PT b. N/A —. — (CF-Ceiling fan, CV -Cross ventilation, i c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, i a. Sup: Unc. Ret: Unc, AH: Garage Sup. R-6.0, 200.0 ft = MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) I Glass/Floor Area: 0.09 Total as -built points: 29802 PASS Total base points: 30943 I hereby certify that the plans and specifications covered Review of the plans and -CHE sT by this calculation are rL pliance with the Flori a specifications covered by this Energy Code. calculation indicates compliance PREP ith the Florida Energy Code. PREPARED Before construction is completed DATE: _ JUN 16 ?33 I this building will be inspected for I hereby certify that this building, as designed, is ilp ' compliance with Section 553.908 compliance with the f191 a nergv Code. I Florida Statutes. g000 I OWNER/AGEN 3UILDING OFFICIAL: DATE: _I DATE: I EnergyGaugeG (Version: FLRCPB v3.21) FORM 660A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points .18 2095.0 25.78 9721.6 Single, Clear NW 1.0 6.0 16.0 37.74 0.97 587.4 Single, Clear NW 1.0 6.0 16.0 37.74 0.97 586.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 678.1 Single, Clear SW 1.0 3.0 5.0 52.82 0.82 216.6 Single, Clear SW 1.0 8.0 40.0 52.82 0.99 2092.6 Single, Clear NE 1.0 5.0 20.0 43.65 0.95 832.2 Single, Clear NW 1.0 4.0 10.0 37.74 0.92 348.6 Single, Clear NW 1.0 3.0 5.0 37.74 0.87 165.1 Single, Clear SE 1.0 6.0 32.0 56.64 0.96 1746.4 Single, Clear SE 1.0 6.0 32.0 56.64 0.97 1750.7 As -Built Total: 192.0 9004.2 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 328.0 0.70 229.6 Concrete, Int Insul, Exterior 4.2 1322.0 1.16 1533.5 Exterior 1322.0 1.90 2511.8 Frame, Steel, Adjacent 11.0 328.0 1.00 328.0 Base Total: 1650.0 2741.4 As -Built Total: 1650.0 1861.5 DOOR TYPES Area X BSPM = Points 1 Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 38.0 4.80 182.4 Exterior Wood 18.0 7.20 129.6 Adjacent Wood 18.0 2.40 43.2 Base Total: 56.0 211.2 As -Built Total: 56.0 268.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2095.0 2.13 4462.4 Under Attic 19.0 2297.0 2.82 X 1.00 6477.5 Base Total: 2095.0 4462.4 As -Built Total: 2297.0 6477.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 235.0(p) -31.8 -7473.0 Slab -On -Grade Edge Insulation 0.0 235.0(p -31.90 -7496.5 Raised 0.0 0.00 0.0 Base Total: -7473.0 As -Built Total: 235.0 -7496.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 2095.0 14.31 29979.5 _ 2095.0 14.31 29979.5 EnergyGaugeO DCA Form 60OA-2001 EnergyGauget/FlaRES'2001 FLRCPB v3.21 FORM 66OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 396413.0 Summer As -Built Points: 40095.0 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 39643.0 0.4266 16911.7j 40095.0 40095.0 1.000 1.00 (1.087 x 1.150 x 1.00) 0.310 1.250 0.310 0.950 0.950 14760.6 14760.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeO/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE I AS -BUILT GLASS TYPES .18 X Conditioned X Floor Area BWPM = Points Type/SC Overhang Ornt Len Hgt Area X WPM X WOF = Point; .18 2095.0 5.86 2209.8 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear NW NW NE SW SW NE NW NW SE 'SE 1.0 6.0 1.0 6.o 1.0 6.0 1.0 3.0 1.0 8.0 1.0 5.0 1.0 4.0 1.0 3.0 1.0 6.0 1.0 6.0 16.0 16.0 16.0 5.0 40.0 20.0 10.0 5.0 32.0 - 32.0 12.23 12.23 12.00 9.22 9.22 12.00 12.23 12.23 8.34 8.34 1.00 195.3 1.00 195.3 1.00 192.0 1.06 48.8 1.00 370.2 1.00 240.1 1.00 122.0 1.00 60.9 1.02 272.8 1.02 272.6 As -Built Total: 192.0 1970.1 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 328.0 Exterior 1322.0 1.80 2.00 590.4 2644.0 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 11.0 1322.0 328.0 3.26 2.60 4309.7 852.8 Base Total: 1650.0 3234.4 As -Built Total: 1650.0 5162.5 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 Exterior 38.0 4.00 5.10 72.0 193.8 Exterior Insulated Exterior Wood Adjacent Wood 20.0 18.0 18.0 5.10 7.60 5.90 102.0 136.8 106.2 Base Total: 56.0 265.8 As -Built Total: 56.0 345.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2095.0 0.64 1340.8 Under Attic 19.0 2297.0 0.87 X 1.00 1998.4 Base Total: 2095.0 1340.8 As -Built Total: 2297.0 1998.4 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 235.0(p) Raised 0.0 -1.9 0.00 -446.5 0.0 Slab -On -Grade Edge Insulation 0.0 235.0(p 2.50 587.5 Base Total: -446.5 As -Built Total: 235.0 587.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 2095.0 -0.28 -586.6 2095.0 -0.28 -586.6 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: ... PERMIT #: BASE AS -BUILT Winter Base Points: 76017.7 Winter As -Built Points: 9476.9 Total Winter X System = Points Multiplier Heating Points Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6017.7 0.6274 3775.5 9476.9 9476.9 1.000 (1.078 x 1.160 x 1.00) 0.474 1.00 1.250 0.474 0.950 0.950 5336.7 5336.7 EnergyGaugeTm DCA Form 600A-2001 EnergyGauge(URaRES'2001 FLRCPB v3.21 FORM 600A-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0. 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 16912 3776 10256 30943 14761 5337 9705 29802 PASS may TH8 Sr�7�0� t7 a f�G�D WE EnergyGauge"' DCA Form 60OA-2001 EnergyGau®eVFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ' ADDRESS:... PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST CA-Zc U t MtK PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) Water Heaters 1612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit Swimming Pools & Spas '612.1 breaker electric or cutoff as must be rovided. External or built-in heat trap re uirei 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 efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. in unconditioned attics: R-6 min. insulation. HVAC Controls ; 607.1e 4Ducts crate readil accessible manual or automatic thermostat for each s stem. Insulation 604.1, 602.eilings-Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. ommon ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge(&/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.9 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family, _ Single family a. Central Unit 3. Number of units, if multi -family _ I 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? _ Yes 6. Conditioned floor area (ft2) _ 2095 fts c. N/A 7. Glass area & type a. Clear - single pane 192.0 ft 13. Heating systems b. Clear -double pane _ 0.0 ft' _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 W d. Tint/other SHGC - double pane _ 0.0 f? b. N/A 8. Floor types a. Slab -Cm -Grade Edge Insulation R=0.0, 235.0(p) ft c. N/A b. N/A - c. N/A 9. Wall types - 14. Hot water systems a. Concrete, Int Insul, Exterior _ R=4.2, 1322.0 ft- a. Electric Resistance b. Frame, Steel, Adjacent R=11.0, 328.0 W b. N/A c. N/A d. N/A e. N/A _ c. Conservation credits 10. Ceiling types (HR-Heat recovery, Solar a. Under Attic R=I9.0, 2297.0 ft, W DHP-Dedicated heat pump) 15. HVAC credits b. N/A c. N/A _ (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts HF-Whole house fan, a. Sup: Unc. Ret: Unc. AH: Garage _ Sup, R=6.0, 200.0 ft - PT -Programmable Thermostat, RB-Attic radiant barrier, b. NIA MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature:. Date: i 1 y(�, 4 _JUN 1V 20' Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER 11.00 Cap: 40.5 kBuvhr HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, *NOTE: The home's estimated energy performance score is only available through the FLARES computer program This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStarmdesignotion), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. u f edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487--1824. EnergyGaugelD (Version: FLRCPB v3.21) cn N Ln rn N 0 z a 1 J--1 1 1 !' IN W agnc 1, WINDL OAD SPECIFICA TION 0109 Dalton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE os4" HORiz TRACK DRAWN FROM THE TEST." (1993 ASTM E330). APPROVED SIZES: 9'-O' MAX WIDTH x 14'-0' MAX HEIGHT MAXIMUM SECTION WIDTH 21' 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB RA K BOLT (2) i TRACK BOLT & (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. -11 4, U-BAR TO HAVE A MINIMUM DRILL .281 OR 9/320 HOLE IN TRACK FOR YIELD OF 80 KSI JB-US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STRTJQ';TURE AND IN ACCORDANCE;,WITtNirJ-,, fZR NT BUILDING COPES--' FQIRj T-1 GOADS LISTED ON :TKt'S'.0�'awlct�;r. :a Approved: ws Yawn, Pt 3315 A06SON Ok P6' &k F:'iY 4 _ ti. FCORIOA'�tpnciFAkNrNb% 6048484 ,''.: = GEORGU�.F,F�"Fl�JJttON NO.'Oj8$l9: 1� � "'7 NORTW WOUNh ,Cu..TIFICAt9N' NO.-M3838 Date: (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16xl-5/8" LAG SCREW AT EACH JB—US BRACKET 054" vERT TRACK t /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET OP 71 o/V cooE.- g:1'08 RE- IV-- - P WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRA CK END HINGE, TOP BRA CKET REQUIREMEN TS 1/4-20x9/16" TRACK ° BOLT do 1/4-20 HE N4JT THROUGH ANY i TWO ALIGNING HOLES /-1 TOP BRACKET (P/N 108077) (5) 1/4-2Ox5/8" TEK SCREWS (P/N 141568) 14 GA NOE BOGY HINGE / (4) 1/4-2Ox5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1 /4-2Ox5/8" TEK SCREWS •po *-'L END HINGES �. .. •�° 36,20 GA �0• —BAR ' WIDE BODY HINGE .. (P/N SEE BILL �'• OF MAT'L) Ltd- E5j HACE RH END HINGE NYL0,1-"ROLLER (P/N 270791) ® \ BOTT BRACKET \ (P/ H-2J0 54 & LH-2t0 • • 5) �• ' TEK CREWS \' ',(P,/N 100507 Approved: - --�' W.S. WlsOn, P.E. 3395 ADDISON OR" PENSACOLA. Fi 32514 FLORIDA CERTIFICATION NO, 0048489 CEORCIA CE.4TIFTCATION NO. 018519 NORTH CAROLINA CERTIFlCAnON NO, 023836 Date: 3 - 3'- 0 1 OPT/ON CODE- 0108 I REV... P — -�--1 /2.. IL-.(20 CA CENTER 16 GA END STILES STILES) WM9'x 14' MAX 44PSF 2OF4 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 f 9'-0" THRU 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 l.. (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved:''::;:i. ]395 AdDlS�O1Q•DR'. PE1a$ICou�rtl�3is.l�.r: FLORI0A;CMT1FtCAn0N NO. 004848� :=^•'; r CEDPIitA CFR11E)CAT1oN�;N07at85i4 4i"� NORTH .COWUNA CF M(: noN ,Nb 'DY34,G. Date: - r,. �c' OP T101V CODE•.::r i � \, REV. A P WM 9' x 14' MAX_ 44. a OF 4 Wind Load Test Report Report 1# 0108P February 1, 2001 TES't REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or t 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, 9x7, 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 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 A{i�wers :QA18(Q127). APPROVED.OPT30NStl�0, Based on ofher`tesLouvers and Styrene Window Frame Assembly per test number 020501. Name: W.S. `WS son,: P 3395 Adaisoti•.Dr., Pfgsacota;:-Ft. Florida Ceet,Nor,0be� 48:. ': Georgia CeetNb�t8S•l North Carolina Cyrr N& 0'a e OPANGE COUNTY RUILDING D11 . I.S' 10 N •o 444-;.' 7 i rt I_1'Z e1 (. rn CN d z a a wAgno Balton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OA0 SPECIFICA TION 0110 WAYNEMARK 8000 & 8100 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 MININIUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED, 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR`o'THE LOADS LISTED ON THIS, -.DRAWING:, „',_s 13 GA HORIZ ANGLE f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16'• TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JB—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK ' `�'r' (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION Approved: _ t �� ^' EXCEPT TOP BRACKET ROLLER w s 4oi. ._ . +Y' .~�', _ • -_` (P/N 125139). f�I[1A CFFiTIRf.1�IbW tJp1)pDk8t89' _..;..�'�'�: 0=RGM• Ci mFiCAT10N 'lig, 018519 ` �, = .•'� +'_ ' N�tnb QUNS F PFI A0014 NO.; OJU -IF Date: �. t��8�0 • •d �• �(r .. APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION 'MOTH 21" opnoN c d, `: . .'REV. P1 IWM 16' x 14' MAX, 427 -29 PSF 1 OF 4 :y cl Ao*' rsJ o Y4: 4� ICY TRA Cl,( END HINGE: TOP SPA C!(ET REQUIREMENTS 0 1/4"-204/16" TRACK 80LT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) t/4"-20x5/8 TEK SCREWS F (P/N 141668) h n a ^ .ice 4� �nun' l-* �.• r4i ?1� � � i�7 V �lk��� " RfARROW BODY HINGE ir�, r Q r—••! i� �►', (4) 1/4"-20x5/8" SELF —THREADING SCREWS \ �` `~8 (2) 1/4"-20x5" / \ 2" NYLON ROLLER W/ 4 1/2" STEM r' ® TEK SCREWS ALL / END HINGES (P/N) 108135 1 a° \ \ WIDE BODY ;'7/16" PUSH NUT AT EACH HINGE (P/N SEE } ?� ,TROLLER (P/N 243341) BILL OF MAT'L) t• » LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 CA ~ : OR HINGES U—BAR I N RH END HINGE L (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved: W.S. wlW, PZ 3395 ADDISON DR., PENSACOLA. FL 32514 FIARIDA CERnF1CATION NO. 0048489 p GEORGIA COMFrATION NO. 018519 NORTH CgMNA CERnFlGnoN No. olmwIs Date: BOTTOM BRACKET (P/N RH-270354 & LH-270355) J � I I I• I I L 20 GA CENTER STILES 16 GA END STILES OPT/ON CODE.- 0110 REV- P1 I WM 76" x 74" MAX, f27 -29 PSF 2 OF 4 U-BAR L OCA BONS MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (16) 3' 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN t 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 339S;, VISON DR`PfF1 t F6`32$lir� .t —; Ft0RIDA*cRGIA=. S. Of85 :F v�4`y:•CE 11l�OyiQUt CERIIEIG111pMlNQ p2W6' ,� E �• Y�"vim.. a n;�a r C. OPTION C'b�[S �F;' ?1 ,;; t `' REV. P1 WM 16' x 14MAX, ' MAXf27 -29 PSF 3 OF 4 CEIV TER STILE & INTERMEDIA.TE HINGE L OCA TIONS Im 10' Approved: _ ORANGE COUNTY BUlM i���' W.S. Wilson, PZ � � • 3395 ADDISON OR., mrs.ACOT, FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORM CERTIFKATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: oPrronr cUVE.' 0110 REV P1 WM 16' x 14' MAX, 4-27 —29 PSF 1 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 stile$, 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 maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001, Temp 71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottomastragal 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 S,ARITY• 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 apprvgct to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop hd: s�vetsr,/,GA18(Q127). APPROI0tis t f r r' SO.. Based on o- er tas b 111��1' µ"Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ?'Name:O `ty��Yi W.S. WllsOnj $ • () _ I(� '-' a 3395 Addison.Dr,'Pensa�25f4 ^' !k y v„ram/ F 10. Florida Cer[ "'F M/Q Georgia Cert No. 018.5,�, • • a C, 11 wa no JOE MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD 510MFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-O" MAX WIDTH x 14'-0" MAX HEIGH RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC # OLD NOTES: I. 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 SSS GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND 807H 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 KS1 A653 0-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. MASTER PLAN 13 GA HORI Z ANGLE .054" HORIZ TRACK (2) 1/4-200/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMEN T 7. OPTIONAL — .080" (MIN) ALUMINUM (1) J8—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: 5�) W.S. Wilson, RE 3395 A001SON W. PENSACMA FL 32514 R.ORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CARWNA CERTIFICATION No. 02M36 Date: 9' —,2 9 -o / OPTION CODE.' 0108 ( REV, PI 5/16x1-5/8" LAG SCREW i AT EACH J8—US 0 BRACKET 4 .054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET WY 9' x 14 ' MAX 44 PSF I 1 OF 4 ACK END HINGE TOP BRA 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) 14 GA WIDE BODY / HINGE b° -- (4) 1/4-204/8" SELF —THREADING SCREWS (P/N 100320) (2) 1/4— 2Ox5/8" TEK SCREWS • q ALL END HINGES t(P/N 3" 20 GAU—BAR WIDE BODY HINGE SEE BILL OF MAT•L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET \ (P/N RH-270354 —• �' & LH-270355) �. 0) 1/4-20x7/8" TEK SCREWS (P/N 100507 Approved: ` W.S. Wown, P.E. 3395 A00150N DR., PeCACOL . FL 325)4 FLORIDA C17TIFIGi1pN NO. 004" GEORGIA CERniFMTION N0. 0185I9 NORTH CAIMNA CERTIFICATION NO. WM5 Date:' 4 --28 _©/ OP TION CODE. 0108 1 REV.• p 1 16 GA END STILES STI WM 9' x 14' MAX 44 FSF T REEQUIREMEN (20 GA CENTER LES) 2 OF 4 U-BAR L OCA TIONS mal 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 0. Ob i Mr"''-'' i 9'-0"HU 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 rk7n�" (2) 1/4 TEK SCREWS ATTACH AT EACH STILE Approved: X& Whon, PE M93 ADDISON DR„ POGACOLA. FL 32514 FLORIDA CERTIFK MON NO. OMM9 GEORGM CERT M71ON NO. 01019 NORTH CAROUNA CERTIFICATION NO. 023W6 Date: T - Z 8 - 0( OP PON CODE.- 0708 1 REV P1 I WM 9' x 14' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P1 February I, 2001 A&TEST REO_U13ZMENT to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -toad 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 •SST DATE: January 25, 2001. Temp 64° F. .(ODUCT DESCRIPTION: SAC 1. WayneMark Model 8000, 9x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN3. Standard bottom astragal and retainer. MAST 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL By SIMILARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests a uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. lme: W.S. Wilson, P.E. ? 2e-6j 3395 Addison Dr —Pensacola, FL 32514 - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 0 T c0 M rn CV 0 z L wat�t�e Dson MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPSCIFICA 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. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: _ !! W.S. Wilson, P.E. 3395 ADDISON DR" PENSACOIA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 0111519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: f— 2 9-01 APPROVED SIZES: & 8100 16'-0" MAX WIOTH x 14'-0" MAX HEIGHT SCC # Q9 - 006 MAXIMUM SEC110N WIOTH 21" 067" HORIZ T (2) 1/4"-20xs TRACK BOLT & 1/4"-20 HEX 5/16"xi-5/8" L SCREW AT EA J8—US BRACX DRILL .281 OR 9/3: HOLE IN TRACK F JIB —US BRAC8 ATTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US BRACKET (1) J8—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTI O 067" VERT TRA (1) JB—US BRACKET LOCAT AT EACH ROLLER LOCATH EXCEPT TOP BRACKET ROLLI (P/N 12513! OPTION CODE.- 0170 1 REV.. P1 I WM 16' x' 74' MAX, +27 --29 PSF I 1 OF 4 TRACK, END HINGE TOP BRACKET REQUIREMENTS SCC # 02-o* 4 MASTER PLAN 1/4"-204/16" TRACK BOLT & 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 Q �• J � b (4) 1/4 20x5/8" SELF —THREADING SCREWS (2) 1/4"-20x5/8" / '"— 2" NYLON ROLLER W/ 4 1/2" STEM / Q TEK SCREWS ALL / END HINGES (P/N) 108135 Q WIDE BODY \ 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH END HINGE PH ENO HINGE (3) 1/4"-2Ox7/8" TEK SCREWS (P/N 100507) Approved: ws. waew,, PZ 3395 ADOISON OR., PENScoLA, FL 32514 FLORIDA CERTIFICATION NO. oO4 m GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CSTIV GTION NO. 023US Date: o ( BOTTOM BRACKET (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES OPTION CODE. 0170 1 REV.' P1 I WM 16 x 14' MAX f27 --29 PSF 1 2 OF 4 oil P3 U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS NOTE W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN Scc # 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 � (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson. P.E 3395 ADDISON OR, PENSACOU` FL 37514 FU)RDA CEIMPrATION. No. w4&489 GEORGIA CERMCATION No. o18519 NOM CAROUNA CERl1F1G1noN No. o2W36 Date: 9 - Zg_ 01 OPPON CODE- 0110 I REV- P1 I WM 16' x 14' MAX, f27 -29 PSF 13 OF 4 t . CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS (;C ►, i a gTER PLAN v W Vl C.1 15' 14' Im 12' In Approved: ws 3395 ADDISON OR, PENSACOLA, FL 32514 FLORIDA CUMFMT)0N N0. 0o48489 GEORgA CE nF1CAMON NO. 016519 NORTH CAROLINA CERTIFICATION N0. 023636 Date: - ml OP 77ON CODE.• 0110 1 REV. P1 I WM 75' x 14 ' MAX, f27 —29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: 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 3/8" 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 maxdmum 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. DRAWING NUMBER: 0110 P 40 TEST DATE: February22, 2001. Temp 71° F. 'RODUCTDESCRIPTION: SCC # OZ-006 1. WayneMark Model 8000, 160, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 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. 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 SUVCMARITY• Doors listed of a lesser width but othenvise 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 ono er tes b ' o uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: . , �. W.S. Wilson, P.E. -o! 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No, 0043489 Georzia Cert No. 018519 Meister Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Nora ndex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for altemate fastening method, if applicable. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of indialantic, City of Indian Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melboume Beach, City of Scan Date 4-4-02 AgencY Melboume, City of Mt. Dora, City of Orange, County of Port Orange, City of Rockledge, City of Satellite Beach,, City of Seminole, County of Tavares, City of Titusville, City of West Melboume, City of Winter Park, City of Initials /Date ACP 3/15/02 LP 3/26/02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 ° ° ° ° • ' ° SEE CHART FOR c4 4 °a u •d e ' a° FASTENERS VERTICAL MULLION SCHEDULE CAULK TOP 1 4 '„ _ SINGLE UNIT TYPE OF MULLION TYPE OF CLIP OF MULL - WINDOW WINDOW RESIGN PRESSURE / 1 3/8"MIN. WIDTH HEIGHT NUMBER AND o W E X 3 W WINDOW INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS q Q) TEK SCREW , HEAD 26" 1 38-1 4'-_--1-0 3 0--- OK 4 _3 18_0 x 1-1 2 TAPCONS o " 19-1/8" 50-1-0_ x 3_.0--- --- OK 4 3f 6 -x 1_ J2� TAPCONS WINDOW - - --- -- OK --_ 4 _ j9 $ 1-J2 TAPCONS JAM 63" ---1-0 g 3_.0--- -- OK--- 4-Js��_x 1_J2�_T_APCONS 76-3 4 OK 4 3 160 x 1-1/2'� TAPCONS �s, Ems, tq 7/8" 1.0 x 3.0 ,. _1_0 x 3.0 5/8" 26" -----_0_K- _ 4 3 160 x i-1 2 T_APCONS 38_-1%4 1_0 x 3.0 '- ,.---- lx3 MU ( 26-1 _ _O_K_-__ '4 3 161e x 1-J2" TAPCONS LIJON XFLA-26-1) /2.•50_-6�B` 1_0_ x 3_.0� - ---j--A--'-- ,.----- lx4 MULLION (XFLA-39) " - ___flK_-- 4 _3J160 x_1_IT T_A_PCONS 63" 1.0 8 3.0 OK4 _3 164P x IZV TAPCONS ; FLA-45 76-3 4� -- 1.0 x 3.0--- --- OK - 4 3 ldi`'-x 1-1 2 TAPCONS y yo 4 MULLION ANCHOR CLIP 2B" 1_0 g 3.0 _0_K_- 4 3 160 x 1-1 2 TAPCONS y We�m 16 GA. GALV_ 38_iT4s 3:0 x 3.0 -- --- - .---- SHEET METAL 37" 505ZB'' 1 0 g 3'0 -- ---_OK--- 4 3J6p► x i-J2� TAPCONS 4 q �b H. Q. _ ---- gg 800 LB. _O_K_ _ 4 3 164s x 1- J2 TAPCONS ` y F ` . 5 8" MAX CAPACITY 63" - -- - - J _ / i_0 x 3.0---- WINDOW 76-3 4-" --- - --- ---OK--- 4 _3j6� x i-1 2F TAPCONS h� a JAMB 7/8" 1x3 MULLION (XFLA-26-1) 1.0 x 4.0 ( OK 4 1 41b r% 1-I 2�' TAP � ti p a lx4 MULLION XFLA-39) 26" 1_0 x 3A OK_ -- 4 _3 184. _x_ _1-_ i 2 TAPCONS g �/10 x 3/4" 4 1 -3- OK 1.0 x_3 0-_-- --- pK 4 3 18�" x TAPCONS < o a TEX SCREW 53-1/8"50_5Z8� _--i_0 x 3.0 - --- --f I '--lA x 3.0--- --- OK--- 2�� s_2-1�_TAPCONS WINDOW 76=3 4'''------------ --- OK- 2 _1j40 x 1-1 2" TAPCONS o SILL 1.0 x 4.0 -- r ---- -.------- OK 2 i 4 x 1-1 2 TAPCONS CAULK BOTTOM a OF MULL 3/B"MIN. y L A B.0.A.F• PRECASTED 3/ "MrN. �Nj�FACTURER NAME: q SILL �� r�/oRAnrr� Fr 0 p D D DD D . 3/4"MAX MAb"I'EIi FRE # -- 4 D p SEE CHART FOR D D b FASTENERS NOTES: w 1) AIL. ALUMINUM EXTRUSIONS ARE ALLAY 0063 T6, y V OR 8063 T5. CHARLES A ' PA .LN, �. E 2) ON EACH ANGLE LEG, THE TN THERE IS ON19 APCON 40"SHALL Ii3E+) FL REC. EKG2 �! 49121 PLACED ON MULLION CLIP CENTERLINE. o ~ °p Z DATB 3/21/02 3) C AT DAYS.OMPR�� STRENGTH - 3,000 PSI k 'y ts R IMANDEX PAGE 30 NOTES: 1) ALL AL OR 6OE 2) WHEN ' ON RAO 3) NCRI At 28 CHARLES FL REG DATE C.E1+1`I" MANUFA MAnEN Dw SILL SH HEAD DW SILL )H HEAD �1 � lYvnxlvll�:X PAGE 24- I ACTURE NAW e (2) 110 x 1 3/4 PH SUS INTO 3/18"0 x 2-3/4' TAPCON THRU 1 BY BUCK. (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) !10 z 1-3/4' FH—SMS 9M 2 z BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) f10 z 1 3/4' PH —SUS INTO 2 BY BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK ALL la- PANELS & 60.0 D.P., 147.975' 48 48 (4) 24 8 DB.s' 48 48 16 a 152.T6p" 57.8 67.5 (a) 67.5 575 8 la6(gI67.6 a8 ri-Tsw 67.5 a BO' 58.7 ba.7 61 88.826 (25) a6.a 66.8 !0 6 a _ 45 453-0 10 147.875' (4) 45 24 10 ��. 45 45 IB 10 1527W 4a.9 48.9 24 10 iii-s 8 98' is) S15 6s6 19 10 76.5' 5S4 054 126' Be (2.5) 64.6 M.5 64.6 64.6 w 1D 10 to L1.a26 No./ IH PARStT(gp�1g RtOIClTG4 PANEL SIIZrywB RI FBBT. If SHOW AS REQUIRED TYP. JAMB. SE( 4 SHIM N MUDD TRACK Ag REQUIRED 1 BY 2 }3Y (2) 3/16'0 x 2-1/4' TAPCON 0R -- MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1) SHIM AS REQUIRED. MAX. SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T6. OR T6 WITH TYPICAL WALL THICKNESS OF-0.62' . 3 USE HIGH QUALITY -CAULK BEHIND WINDOW FLANGE, 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE S) HE RESPONSIBILITY 3FOR SELECTION OF NORANDEX BWS UDDING CODESM.ORDINANCES -OR ANY BOTHER LIC SAF�4Tyy TIO N REST THE ARCHITEc7REQUIREMENTSUI BUILDING Oft SOLELY CTOR. 7) CONCRETE COMPRESSIVE STRENGTH m 3.000 PSI AT 28 DAYS. 1/4' SHIM —.�}•— MAX RMORS ARMORS 30 24 16 5 g O'J� (� le g E,O � e A 10 eso 10 N o frxi 24 18 10 10 � ti 24 10 k Is 10 O D y I8 20 10 10 10 sg ,x" b A m t-/ z/ 10 P x 2-3/4 y k u TAPCON OR MUM DADE APPROVED CONC. Q b FASTENERS, I FOR NG. at c r acQ y y p.,a zoo w-Ift ta �o�o 14- w� < O � m ��A ai (2BY2) inyAL n>hil++v (4BY2) r mAL tu+umx NORANDEX PAGE 23 ir i I A :. O A m (2).i10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR WITH A 1 1/4" MIN. E1®E IIENT THRiINTO BY MASONRY.Off) SEE ELEVATION FOR ANCHOR SPACING. (2) 110 x 1-3/4* FH-SUS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. LL OPTIONAL 2 BY WOOD BACK (2) /10 x 1 3/4' PH-SMS UM 2 BY BUCK VM 1-1/2 MIN. EMBEDMENT. SSE MZVATION FOR ANCHOR SPACING. 3/16" TEMPERED GLASS PANEL .S= INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME • HEAD AND SILT, JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX XXXY 30 �6" x 591/2 " 53.3 55.8 10 16 18 ALL L 36 �16` x 591/2 " 49.8 49.8 12 6 18 22 30 his x 791/2 " 49.7 49.7 10 16 20 s 36 Rs" x 791/2 " 45 45 8 12 18 22 =[==8 SERIES 500 AlUMHIUM SIdDiNG GLASS DOOR ALL OPERABLE PANELS �'�(}RIDA B•0•A.F. (2) 3/16'0 z 2-3/4' TAPCON OR MIAMI (�n0J B 1RDTH MANMA iM NAW: i x VOOD BUCK DgASTENM.- E APPROVED CONC. W 1 CC'i ,1 SEE ELEVATION FOR _ -Sx1M AS RIIUTRED '!'YY. HORN HOOD SHIM gSHOVJ OR MUDD TRACK A� REQUIRED 1 BY / (2) 3/16"0 x 2-1/4' TAPCON OR MIAMI SEE ELEVATION FOR ANCHOR SPACCIN�G. R a NOTES; 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2 ALL ALUMINUM ETCI'R1ISTONS ARE ALTAY 6063-T5 OR T6 WITH TYPTCAL WALL THICKNESS OF D.82' • a 3) USE HIGH QUA211^Y CAULK BEHIND WINDOW FLAN e e 4 GLASS THICKNESS BASED ON TABLE E300 GE CHARTS. AND MAY VARY DEPENDING 0 SILT£ e 5) THE RESPONSIBILITY FOR SELECTION .OF NPRNDEX PRODUCTS TO MEET ANY APPI:ICABLE WCAL LAWS, HEADER AND SILL SECTION R4UIR1 CODES, LYY W n TE..ARCH BUILDING OWNER OR CONTRACTOR: 1 BY BUCK 6) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. 4BY2) tmetL pmirnx cli 0 o h I NU1-UNDEX PAGE 22 I / 10 X 1-3/4' P.H. S.M.S W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. am, 1 10 X 1-3/4' P.H. S.M.S. NOTES: SEEEE ELEVATION FOR lY" MIN. EMBEDMENT. 1) :SHIM AS REQUIRED. MAX SHIM STACK 1/4". EL ANCHOR SPACING. 2) ALL ALUMINUM,..'EIFTRUSIONS ARE ALLOY 6063—T5 OR T6: WITH` TYPICAL, WA 'THICKNESS OF 0.62" . 3 USE HIGH, QUALITY CAULK jBEHMD WINDOW FLANGE, 4 GLASS.THIOIUIESS .BASED ON TABLE E13oo GLASS CHAR15, AND W -VARY DEPENDING ON SIZE. I 5) TR MN81 W...Y .I'OR SBLNMON OF NORANDEX 2 PRODUC2S TQ -1iEE1 cANY APPLICABLE LOCAL LAWS, BUILDING')COOLS. -012DINAN(CES OR OTHER gAFgpy o IIERUDYEMENT3 =SST 'SOLELY WITH THE ARCHITECT, aq HUII33IN4 OIINBR'. OR' °CONTRACTOR 6) NOTE '� 'INDICATES THAT %ED.. FASTENERS A? IiEAI)` AND 3II:ti;ARE REQU ED. 0 ALT_ FIN ATTACHMENT UNDER SHEATHING2 i 10 X 1-3/4' P.H. S.M.S. CENTRAL FLORIDA B.O.A.F. W/1-1/2' MIN. 1 1BEDMENT SEE. ELEVATION FOR AC TIER NAMR: ANCHOR SPACING. MASTER FILE # 3 • I XIV I TYP. JAMB SECTION • WOOD FRAME / i SHII/ MAX — (TOP AND BOTTOM) HEADER AND SILL SECTION /i-1/21 N4-E P.H. SEE_ ELEVATION FOR FL REG.` M. i 49MI WOOD FRAME ANCHOR SPACING. DATE:. 3/�7/U2 DOW WINDOW FASTENER -SCHEDULE 4SIONS HEIGHT 140. ANCHORS HEAD SILti NO.,�HORS INCHES SEE NOTE 6 35 N PS 45 PS BO PS 35 45 60 PSF PSF PS � (a 2 2 2• 2 2 2 �i.. .� 25' 3 3.' 2 2 rs A �j -3 —3 4• 2 2 2 2 C7 C) q � 2 2 2' 2 3 3 �• P4 3 7-2-2 g 3• -4• 3 3 3 3 co 49-5/8 2 2• 20 3 3 3 3 3 3 !) ti 3 3 .3• 3 3 3 —3— 4• g 3 . 62' 2 2 2• 2• 9 4 4 4 4 y _2 3 3• 4 8 4• 4 4 2 _2 2• 3 4 5 ca 3 3 3• 4 4 5 5 -• 4A Iy k 02� Q bs1.y 99. �° � o ru n,am,a H � 14r1.1 4 I a4• OA '-DE7AII,-A v a. a -'Drrm_C t DETAIL-H NORANDEX PAGE 10 W/1-1/2" MIN- EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. >Te. EQ �v U .750 TYP HEADER AND SILL SECTION WOOD -FRAME # 10 X 1-3/4" P.H. S.N.S. W/1-1/2' NIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI � lull—��_ .L, ALT. FIN ATTACHMENT UNDER SHEATHING 1/4- MAX - SHIM (BOTH X 1-3/4" P.H. S.ILS. 1/2" MIN. EMBEDMENT ELEVATION FOR OR SPACING. ACC NAM: FRX # ;� # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. �_ CALL, SIZE WIDTH TYP. JAMB SECTION , WOOD FRAME CHARLES A P FL REG. ENG. �49121. DATE: 3/27/02 nlnuurr DIMENSIONS FASTENER SCHEDULE NO. AN HORS NO. ANCHORS WIDTH INCHES HEIGHT INCHES) ' HEAD%SIL.L 3IE NOTE 6 JAMB PS PSF PSF PS PRFS 18-lx 2 2 2• 21/2"253 3 3 • � 2 2• 2 12" 37-1/4 2 2 E 3 3 36" 3 9 • � '3 9 18=LB` _2 2 20 3 3 9 49-5/8 _ 2 2 2 - 3 3 3 36" _ 3 3 3• 3 3 3 52-1 8" 3 3 3• 3 3 3 18=L8" 2 2 2• 3 3 4 ?5-12" 62" 2 2• 3 3 4 36_ _ 9_• '� 3 4 9- " _3 3 g• 3 4 4 4 5 2" 8-3/4 _ 2 2 2• 36" 9 f45 52-1 8" 3 NOTES; 1)SHIN AS REQUIRED, MAX SHIM STACK 1/4". 2 ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 OR T6. WITH TYPICAL WAIL, THICKNESS OF 0.62" . 3) USX HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON STLE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES. ZRDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BULLRING'OWNER OR CONTRACTOR. 6) NOTE • INDICATES THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. Tw. IT e- E!- O. TAIL -A. DETAIL-C SAS147 �/� DETAIL=B . I NORANDEX PAGE 21 Ld TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT J 10 F.H. S.M.S. SEE ELEVATION FOR W/1-i/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. , SEE ELEVATION FOR 1) SHIM AS REQUIR d, Col C ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY18063-TS 3) OR To WITH TYPICAL WALL 62- USE HIGH QUALITY CAULK BEHINDDWWINDOW S OF OFLANGE {, .d a ' • a 4 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS . CHARTS, AND MAY VARY DEPENDING ON SIZK 6) THE' UCSPONSIB MEET FOR SELECTION OF NORANDEX PRODUCTS 90 MEET ANY APPLICABLE LOCAL LAWS, REQUIREDING CODS ORDINANCES OR OTHER SAFETY REQUDZEMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. . 8) A PRESSURE TREATED WOODEN BUCK :OR MARBLE SUL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). En 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTE - INDICATES THAT EQUAL FASTENERS AT TYP. 2 BY BUCK "AL-SILLB.O.A.F.- S/IB' TAPCON MANUFACTtMn NAME: W/1-1/4" MIN. EMBEDMENT _ A%n.{14A/.i�r t� (SEE ELEVATION FOR ANCHOR SPACING) �S d ' d 1 CALL SIZE WIDTH ` F n A " 1 BY BUCK n 2 BY BUCK sHIM-•-11-- TYP. JAMB SECTION )TH JAMBS) 1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION Tn'• 1 BY BUCK CHARLEq N,P.E FL REG. ENG. •491$1 DATE: 12/11/Ol g 10 F.H. SALS, W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. tux oNa 10- --IDETA1L-C yDETAIL-B 24' a¢ 41 NORANDEX PAGE 9 iu "'. WITH A 3 18' TAPCON WITH A SEE ELEVATION FOR BEDMENT �dIN. 1-1/4' MIN. EMBEDMENT ANCHOR SPACING. SEE ELEVATION FOR ANCHOR SPACING. d d d 4 4 '4 1 750 TYp NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 0 4;OR T6 WITH TYPICAL WALL THICKNESS OF iiw0.62' . USE GLASSTHIGH CKNESS BASED ON TAB[[ UALITY CAULK BEHIND ffi300 GLASS E / 4 CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILITY FOR SELEC770N OF NORANDIX e PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, t BUILDING CODES, ORDINANCES OR OTHER SAFETY --�—L REQUIRLWENTS REST SOLELY WITH THE ARCHITECT. BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE -�- SILL SHALL BE ADDRD UNDER THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS BY OTHERS). FULL LENGTH (S(SUPPLIED • 7) CONCRETE COMPRESSIVE STRENGTH o 9,000 PSI ALT. HEADER SECTION AT 28 DAYS TYP- 2 BY BUCK 1.940 1.500 3/16" TAPCON W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a T'l 1/4' MAX (BOTH JAMBS) �NTRAI, FLORA B. O. A . F. ��A�.,'URER NAME: 0 MASTER 3 D N D N N D SEE NOTE 6 HEADER AND SILL SECTION FLARE A. A. ENC�G P.E M. 1 BY BUCK' a1121 DATE` 3/21/02 $ 10 F.N. S.M.S. W/1--1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 3? 2�' O.0 MAX Se fir A/// DETAIL -B A 4 z MIA M1•DADE MIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE •COMPLIANCE OFFICE ME-1110-DADE FI,nGL EIt 13UIl.i)ING 140 WI:b"I' FI.AGIXjt S.1*Rj:Ii I', S111'11: 1 ut1.; MIAMI, FLC MDA 33130-1563 (305) 375-29U l FAX (303) 375-290S CC).\-I.1LlC.TOJ2 tiI.-m-1oN (103) 375.2327 I' a.C(305)175•255S (:o.,Nrrlt,%croiiI)1%•Ist().N (3U5)175.2966 FAX (305) 375-290t 1l12OUGC:I' C:U:\"1'J2U[. 1)I\'ItiION Four application for Notice of Acceptance (NOA) of: (.I US) 375.2902 VA.% (103) 372-G719 Entergy 6-8 S-W/E Inswing Opaque Double w/sidclites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. :ACCEPTANCE NO.: 0.1-031.1.24 EXPIRES: 04/02/2006 It:lul Kocinguci Chief Product Control Division THIS IS TILE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CO,N'DI.112NS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 Fmncisco J. Quintana, R.A. Director Miami-Dndc COUiItN- Building Codo Compliance; OlTicc 1\-s04S00011pc200011tempiate.s\notice acceptance cover page.dot Internet mail address: postmaster~u;buildinrcode online cam Ifumcl):I!;c: http:/h�ti���.l)uildirrticn(Jrunlin�com Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES tlnril 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000, It approves a residential insulated door, as described in Section 2 of this NOLicc; of *Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-1, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01 /1 1 00, bearing the Miami -Dade County Product- Control approval stamp with the Notice of Acccptancc number and approval date by the Miami -Dade County Product Control Division. These documents shall hereinafter be rcfcrred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatior}s of pair of doors and single door only, as sho%%M in approved drawings. Single door units shall indlu.de all components described in thu 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 46 degrees. Unless unit is installed in non -habitable areas where the unit and the area arc designed to accept %vatcr infiltration. 4. INSTALLATION 4.1 The residential insulated siccl door and its components shall be installed in strict compliance with the approved drawings., 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection sysicrii. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection sysicnl. 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 REQUIREMEN•I'S 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 ofthis Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building 0 iciul or the South Florida-�3uilcling Codc (SFBC) in order to properly cvaluatc the installation o Manuel ercz, P.E. Product Con xamincr Product ntrol Division Premdor Entry SN-stems ACCEPTANCE NO.: OI-03I4.24 APPROVED ; JUN Q 5 2001 EXPIRES April02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 3. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the follo%ving statement: "Miami -Dade Counly Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tfic materials, use and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and granted by this office. 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory perfbrmance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. Ifany 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 othcr.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection aC 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�igcs 1, ? and this last page 3. Ei\D OF THIS ACCEPT NCE ti Manuel crcz, P.E., Product ontro - . arniner Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) u�PI1 .1'" ./I 1/r NYtINNI [Nf[PI[YI _140 I/t' MAX 77 • 77 1/A• . • MAX 74' Mnz yr x r L" Xt,nrs .. ,MAx ft[ Nou f-1 ,,,, �t5 1 M 15' X i5• QC. ] r4' MAX W1X �� •MAX 1 MAX t NAXC PMAZG„y,_I MAX 17 S1MAX OACING .G SP IB• i� ` .. ZYgiN�t 1 X] 1 Il6• _— 17 1/ • MAX Nq �• TOP or 00OA to W CMG 11[ -*At A Q.C. SPACING IB.' QG TO 4 qr LOCK I at, 6<• 5 1/t• MAX OLD .� BO I j M 17 I/ MAX O.L SPACING IB• QG avNNt MKS - w Mm rts (M wRR .OI[L NN, 17 1/ . MAY, O.C. SPACING �18' O.C. swag "CAM Lm R,KX N lMa[. .00m [t m -. _ t • M A X MAX .MAX M•-- �• MAX wN tR• . r L0.4 Xt✓LC3 see Ott s ATTACH ASTRAGAL THROW BOLT 18 x V LM STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' MILES FLATHEAD SCREWS` NOTES, IJ WOOD BUCKS 8Y OTHERS. MUST BE ANCHORED - 18 x 1 3/4" LONG PROPERLY, TO' TRANSFER LOADS TO THE STRUCTURE. Fl.AT1EAD SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO LH INSVING R.H. INSWING QUALIFY THE FOLLOWING INSTALLATIONS A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY tPra^,tQAsct vrYn,•G.,,,,, r e STRUCTURAL WOOD BUCK. n+t1 A+ C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD BUCK 3. ALL ANCHORING SCREWS TO BE 110 WITH �mytNG CDDE AY PR CONTRQL Y110 "XOL..,, CM-ebIPLur5EorN.,.� MINIMUM 1 1/2 EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCEN0.91•031'f e.4 OR 3/16' PFH TAPCONS W►TH 1 1/Z' MINIMUM EMBEDMENT X UNITS SHALL SE INSTALLED ONLY At LOCAtMS PROTECTED 8T A CANOPY OR INTO MASONRY. TO SILL IS LESS THU 45 DEGREES. UNLESS UNIT IS INSTALLED IN OVERHANG SUCH THAT THE ANO.E BETWEEN THE EDGE OF CANOPY OR OVERHANG �. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND IHE AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATIDi AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON SIDELITES AND DOOR c IOU oaN1IT AmI[Arlws pA,/Nt 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE tT 10 t R: JAMBS AND SIDELITES Ts IELIII.ML i .ffollct txMr rin4 ImunlI Rs 7. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDEUTE BASE a FRIM-1 Aau txu taa[ So, .roa+m CORNERS ARE COED AND BUTT JOINED. - ,y 8. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M ENIVY Y !J 31-1029—FW� INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 NIL N 11 9. FRAMES SMALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ 'IL zmwSHEET 1 �r VATER-REDUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF U TO 1.2 Mil. ItvT31 LEI „T 6 C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD BUCK 3. ALL ANCHORING SCREWS TO BE 110 WITH �mytNG CDDE AY PR CONTRQL Y110 "XOL..,, CM-ebIPLur5EorN.,.� MINIMUM 1 1/2 EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCEN0.91•031'f e.4 OR 3/16' PFH TAPCONS W►TH 1 1/Z' MINIMUM EMBEDMENT X UNITS SHALL SE INSTALLED ONLY At LOCAtMS PROTECTED 8T A CANOPY OR INTO MASONRY. TO SILL IS LESS THU 45 DEGREES. UNLESS UNIT IS INSTALLED IN OVERHANG SUCH THAT THE ANO.E BETWEEN THE EDGE OF CANOPY OR OVERHANG �. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND IHE AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATIDi AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON SIDELITES AND DOOR c IOU oaN1IT AmI[Arlws pA,/Nt 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE tT 10 t R: JAMBS AND SIDELITES Ts IELIII.ML i .ffollct txMr rin4 ImunlI Rs 7. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDEUTE BASE a FRIM-1 Aau txu taa[ So, .roa+m CORNERS ARE COED AND BUTT JOINED. - ,y 8. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M ENIVY Y !J 31-1029—FW� INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 NIL N 11 9. FRAMES SMALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ 'IL zmwSHEET 1 �r VATER-REDUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF U TO 1.2 Mil. ItvT31 LEI „T 6 1 TWOM 1171F42:111►l3100010n-lol T•T{� ►►I97:Ttit�}lLTii_ : - - : 1 -i- -�-� 1�7Y.i�� •r 77 114• - INTERIOR MAX ta• MAX I 75 t, MAX 16 35 7/4• 75 714• n►X 35 7/., I] MAx 7,4' 5 MAX 114• 9 10 19 1 sMm MAX � 22oEo 11. s 1 Ff 2 1 4 ° EXTERIOR a ' SEE GIAZIMG rE tA{1, 6 14 SECTION A -A -INSWING OTHER CONFIGURATIONS MAx 111 1,. GLAZING DETAIL MAX fill- MAX/4I ,, [XiCRItCIR fRnpCOE I.AIE�% CAULK II MAX , EXIERIOR AL am XIL ;.a to a,. I +a/4- Mex MAX RttERUDt MAx 37 yr I MAX 112 A OEM=" GLASS BITE g as w _ 1/6' TEWERED GLASS r AWP0VEDA5CMAKYM;-ATHiME E "K EWMt M WKmas SOUIM Ft MMLOWCOCIEuA�S wcss Iq• a r SUN AN �i i w uret.Irl1 a� mot ad • er txvtstat cooecimrtwtL�_oFtice ■emc�a i-1029-EH—I AEEEPWXEw dt-03tv,zy tt S+EEi 2 a- 6 cMmlwu C 1/4' SHIM MAX Z BY WOOD BUCK f- 3/4' i 5 6 7 80 11/16' MAX INTERIOR 79 5/16' MAX - rT 1 3 4 9/16' SECTION B-B 1 1/4' EXTERIOR MAILRIALS LIST ItEx td1 DESCRIPIiON PART NUHRER COKMENTS 2 O WOOD HEAD JAMB CV-14 1 1/4• X 4 9/16' MTL. To BE PINE OR EQUIVALENi Q COMPRESSION WEATHERSTRIP ALUMINUM ASTRAGAL EV-25 LOCKSCREEN BRAND X A L XlE L 9650 (BRON7F) 4 ALUMINUM -BUMPER THRESHOLD V- EV-15 PREMDOR BRAND OR EOUIVALENT- 5/8' ALUMINUM ASTRAL PREMDOR BRAND OR EQUIVALENT - 1 1/4'4 9/!6' 6 TOP EHANt1EL EV-D8 . .x PREMDM BRAND - 1 11/16' - 20 GA STEEL STEELK 3 9L(RI) +mS -Jm it iIN[B!(!OI9-B ft)NEAtRwu T AM BASF FOAM - DENSITY 2.0 TO 2.5 Ib5/Ft' 7' _ V BUTTON CHANNEL EV-D7 PREMDDR BRAND - 1 11/16' - 20 GA STEEL 10 VOOD LOCK OCK STRIKE STILE EV-09 _ 4' X 9 1/2' MIL. TO BE -PINE OR EQUIVALCNI 11 HINGE STILE EV-D6 15/16' X i 11/I6' 14TL TO BE PINE OR ENVA1_CNT 1 LOCK PREP FILLER PLATE EV-95 IS/16' X 1 H/t6' HTL. TO BE PINE OR EQUIVALENT l3 HINGE EV-10 PRE►(DOR BRAND - 950' THICK- MIL. TO BE POLYETHYLE 14 DD WOOOD HINGE JAMB EV-16 MAGER BRAND HINGE OR EQUIVALENT - .097 THICK (STET 1 IID x 3/4' FJi.V.S. - 1 1/4' X 4 9/16' NiL. TO BE PINE OR EQUIVALENT 16 RiDX2'FHV.$ (4) SCREWS PER HINGE IN70 i M x ID• tir iIRREAf rER T L ' IW SERE r- TH"EREA STRIKE .NAP biTD SMELIIE -mi. 4• Am rRo( % U' OL THTREAFiCR 6) S=VS I-aW EACH SIDEtHE .AWI ptlA VKLITL 4• MW FMM OP. MAY 15' 11L HEREAFTER t y ( VA"m I w UKKNI . RErER 10 ELEVAIDTI4 VB V f 1 110 X 3/4- F.RV.S A OF SCREWS USED AND LCLAiMS 19 iB x 2' rims.(2) SCREWS PER HINGE INTO JAMB (2) SCREWS AT EACH STRIKE PLATE LOC $ K Ei 110 X 1 3/4' F.1LV.S. WOOD SIDELITE JAMB 22' X 64' SINGLE PALL GLASI SIDELITE TRIM (VDOD) 1 1/4' WOOD CASING - WOOD SIDELITE HEAD JAMB WOOD SiDELITE BASE POLYPROPYLENE LITE FRAME 16 X 1 1/2' PAN HEAD SCREWS IDELITE STILES I PIN NAIL DOW SILICONE #995 E 1TTUft-KISS igilSit Mn- fa APPROVW AS CA)U MG VM JM a� R PREMDDR ENTRY S� t m mam 911 L (TFCRSaI iRmnwcwEcmtK'&"mo"xe ACCEPUWe W.± (-o 3 (+/. t.y PilfS Ci 66762 X 4 9/16' NiL TO BE PINE OR EOU1VAtENT AR �EI(PfRFD J ASS L - 4 x 1/2' HTL. TD BE PiNE CIR EOUIVALEN '_MTL. TD P OR CDutVAI ODL-2 HT' Polypropylene by ODL D PER FRAME T o t4• I r Kt ¢ 15/16' X 1 11/16' HTL TO BE PINE iTR EQUIVALENT n' Loci all, I• o FEM CRI. MOT tr Dr. lwwlER USTI Of MUDS AM I ^ 131-1029-EW _I n' CuFF T Q nE- r- 4LViS1N UJI R 9 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' INTERIOR' 79MAX16• 80 11/16' 1 MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING ;#31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE #995 r,Praam AS comym Ikmn 7m S wni ploam m- w-ftmccomcmin"m 1-1029-EW-I SHEET 4 OF 6 Rlyls" tfiTER p OTHER D,00*R 'CONFIGURAT IONS NI "Y r » Vr � »w1�• »w ~W~ p�� Q o[ w • �-! 1 y1 ri1 K �r 1 IY K �r ® ct n.1 t•6 - _ - n �, rot � / _ uc LIi K C I 1 1 w r• W yj Y %�t •� 1 I 1 1 I 1 f I ► w � W E.1ddU nyv vvn Y•t w• If •r r W 1 +' W _o yr W n •c w.ow n vY .� Lb u o K I+KIW.f. n IT ® Mr W H 1 I t 1 I t i r W wr w•CEPW IrW w �r Exn ' 1p9fi 1HISj NIIC� (PAC 1EL � AfL [YiPUil16 iltEiS IDtEI, Sil EdSt. i0.i APPWVEo AS Na CDUKYVSG nf T"E i N.Tc R=JUN ay PREMDQR ENTRY SYSTEM T OL° f .Ifffm Buxubm oommx coim-w=oFF 1111 fS 661ft ACCEPTANCE M. 0 /- 0.11 x 31-1029-EW-I SHEET 5 DF 6 J OTHER DOOR PANEL STYLES 36" r-MAX 79 Flj6� g0 ��g ❑all 0 ODD MAX no od °° moo aD no D DD [] 0 ann° BLANK iDP b-PANEL 4-PANEL 9-PANEL 10-PAWL IB-PAWL L 4-PANEL • HTHER SIDELITE STYLES 36" 79 � � MAXEM �-- M X16" SL-IB SL-2B SL-39 �• SL-60 SL-50 ' SL-508 SL-69A SL-69B O D DD OQ Dfl .flfl DO flfl flfl flfl flfl PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-B 00 0CI ®o DQ �® o �0� D° °❑ 110 1� fill FLUSH B-PANEL CRDSSBIICK 12-PANEL 4-PANEL EYEBRDV V/SCROLL EYEBRDV L 5-PANIL 5-PAIL 5-PANEL V/SCROLL �YEBRDV 0 0.1 - . 'I SL-69C SL-25 SL-55 SL-30D SL-4D DD Dfl OD flfl flfl PD-9 PD-10 PD-11 PD42 DD PD-18 PD 19 PB-22 PD-21 PD-22 PO-23 PO-24 PO 25 PD 26 PD 2J Pp-28 PB 29 PD-30 . PD-31 Qi Lpgfb U4 KI tAIC� 1- Ll �� IlTaBa wtss wilt sit M.1Bx ��� � FRS °° oou oao ouo °° °n s PR MD ENT Y SYS PB-35 PD-36 PD-37 PD-38 PO-39 PD-40 PD-41 PO-42 911 L tff(m PO-43 PD-43A PD-43B PlHspt26• LS fiV6? SL-90C SL-300 SL-30C St-70 SL-80 IoPD-16 PD-17 � Wa W N Q S Of o � s col u 51 L 4 PO-32 PO-33 PD-34 ci 31-1029-EW-1 SHEET 6 Of 6 fIlYmm « flff MIAMIDADS -NIIANtI-DADE COUNTY. FLORIDA . METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 tD BUILDING CODE CDNIPLIANCE OFFICE MIT RO-DAI)r FI-ACY ER I3UI1.1)INCi 140 IV1:S'r FLAGLIR S'IRF r, SUM-1i 1 GU3 MIAMI, FLOR11)A 330,0-1563 (303) 375-2JU 1 I AX (303) 375-2908 C:UYI'ILIC'1'UIi I-IC:1 Nti1,NC; 51:L"rlO\ (305)375.25271.:\Xpw 1 5.25Sti CU\ I'ILIC"fUtt I:�FUrtca:�lI:,\'r I)I �'I51U� (305)375-2966 t..1\'(.1US) 375.29US 111(c)D :C1' C:U\'I.U01. DIVIS1OX (305) 375.2JU2 I'r\� (.1U5) 372.G,l.tg Your application for Notice of Acceptance (NOA) of. Entergy 6-8 S-NNVE Outswing 01)slque Single w/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing tilt use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration- dote stated below. BCCO reserves the riglit to secure this product or material at any time From a jobsite or manufacturer's plant 1br duality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO resera_ es tilt 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 ofsuch testing will be incurred by the rnanufacturcr.� ACCEPTANCE NO.: 01-0314.21 ,r EXPIRES: 04/02/2006 Raul xoorrguez Chief Product Control Division THIS -IS TIME COVERSHEET SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE tC PRODUCT REVIEW CO-MiNUTTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. APPROVED: 0005/2001 Francisco J. Quintana, R.A. Director Miami -Dade County Building Codc Compliance OfTicc 1\s04500011pc2000\ltemplateslnoUce acceptance cover page.dot Ir:lcrnct moil address: Oostmastcr',,l)Uildin„CU(1cnn1inc.corll Mt1):1/tt'�+'n'.I)Uildin2000ICUf11inC.tor11 Premdor Entry Systems ACCEPTANCE No.: .0I-03I:1.21 APPROVED JUN 0 J 2�,,j EXPIRES A)ril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIO.N'' I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Noti_cc of Ac-ceptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as determined by SFBC Chapter ?;, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-VN'/E Outswing Opaque Singld Residential,Insulated Steel Door w ith Sidelites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frarncs vvith Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dadc County Product Control Division. Th.-Sc .documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsingle door only, as shown in approved drawings. 4. INSTALLATION -4.I 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.I Door: the installation of this unit will not require a hurricanc protection systcm. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics 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 componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manucl Perez, P.E. Product Con rol xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4:2 I APPROVED JUN 0 5 EXPIRES April02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this.Acceptance (approval) shall be considered after a renewal application has bccn filed and the original submitted documentation, including test supporting data, engineering documcnts, are no older than eil(,ht (8) years. 2.. Any and all approved products shall be permanently labcicd with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance Nvith the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the criginecring profession. 4. Any revision or chan�c in ttic materials, use, apd/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has bccn requested (through the filing ofa revision application with appropriate fce) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acccptancc a. Unsatisfactory performance ofthis product or process. b. Misuse -of this Acccptancc as an endorsement of any product, for sales, advertising or any Other purposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its cntircty. 7. A copy of this Acccptancc 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 termination and removal of Acccptancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel erez, P.E., Product Co tro Examiner Produc ntrol Division 3 4' MAX 15' 'MAX 0 C. 15' MAX Of. 15' Cx_ O.C. A 15MAX D.C. 15' MAX I`KLMIJUX (LN I LHU Y MAND) WUUD EDGE SINGLE DOOR WITH SIDELITES IN WOOD FRAME WITH BUMPER . THRESHOLD (OUTSWING) DO' MAX 4' MAXMAX 4' MAX — MAX 3• MA;W3'MAX 3' MAXla• 3' MAX MAX 'EMAX 4' MA) 14, Irl j"--HnxMAX 1S. MAXNAX 43 1/16'TOP OF DOOR TO 4 O LOD KVIXIET DEAVIKLT MOUCL A' fCn ' 2 ., KDDCARL� DEADltR1 . MAX. DLO � _ •�� KVIKICT L lcITE L• OR HA LDC L UXS CS DR MNRLOC L17CKIC1 NODCL too IF Was �.. I5 `ES N%TE A BO 11/16' 6• AX HA`-HAX HAX MAX1. MgX r ' 4' MAX MAX 3' MAX MAX3' MAX NOTES 3' MAX WOOD BUCKS IT OTHERS, MUST BE ANCHORED4' MAX-•-4* ' MAX 4- MAX 3' MAX MAX 'ROPERLT TO TRANSFER LOADS To THE STRUCTURE ') THE PRECEDING DRAWINGS ARE INTENDED 10 x8 x l 3/4' F.H.W.S UALIFY THE FOLLOWING INSTALLATIONS 3) PER SIDE FROM WOOD FRAME CONSTRUCTION WHERE DOOR-' JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD V _j PENING. MASONRY OR CONCRETE CONSTRUCTION WHERE RJt OUTSVING LJi OUTSVING DOR SYSTEM IS ANCHORED TO A MINI" TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE COINSTRUCRON WHERE 1�`l )OR SYSTEM IS ANCHORED DIRECTLY i0 CONCRETE OI E VAT li CTRABfli@N REWI lVCANt IS x0111HE i MASONRY W iH OR WITHOUT ANON-SIRIJCIURAL NE .BY WOOD �UCK ALL ANCHORING SCREWS TO BE 110 WITH v ' NIMUM 11/Z' EMBEDMENT INTO WOOD SUBSTRATE x oqf ' VwPFH TAPGEWS'YITH I 1/2' MINIMUM EMBEDMENT MA TO MASONRY. K INITS SNALL BE INSTALLED ONLY AT LMAriONS PRDIECIED BY A CANOPY OR UNIT MUST BC INSTALLED WITH 'MIAMI-DADE COUNTY 0RSIHIIN1ECEIVEEN THE EDU CANOPY NWR1wK1EEDSPE1RCM1N1LSS UNIT 1: INSALLCO IN THREE SIDE JAMB INTO HEADER ON SIDELITES 10-HASITABLE AREAS VYERE THE UNIT AND INC AREA ARE DESIGKD• TO !D DOOR. THREE STAPLES PCR JAMB INTO BASE ON SIDELITES, ACCEPT VAIER IWLTRATIDM LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ADS AND SIDELITCS. DOOR/SIOELITE HEADER, DOOR/SIOELITE JANOS, AND SIDELHE BASE 11 !n Wm ARE COPED AND BUTT JOINED ' DOWNS SHALL BE PRE -PAINTED WITH A WATER •BASED EPDXY RUST IIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 HL FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATCR-BASED/ FXL NUX LNIXT SYSIF TER•RCOUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF BB TO 12 NIL OLZMD APPROVED AS =110LY11m 1111 i 1 1, E SCIUTH F��Jjty'W BUILDIgC COuZ Upi DY /11A//0 ,�'lih PRODU T C YTNOL CIVIS:J>I G BUgDW CODE OOIJPLIANCE CFF;�' ACCEPTAYICBNO.�F- -1020-PEW-C SHEET 1 X. 6 Lvua ma 112' ;LASS BITE GLAZING DETAIL SNERVIN VILLIAHS M EXTERIOR GRAK LATEX CAULK EXTERIOR IRTERIM 9 1/8` FEWEREY GLASS 1 ' • CONFIGURATIONS ' t�-rr ;r;�■�I� To 1-1020-Ew-p SWU 2 Or 6 [tm wo c SECTIDN -at=m cowfam rani r,* Swfi lnanamomm- 1/4' SHIM MAX 3/4' 79 3/16' VERIOR MAX 80 11/16' MAX 2 BY WOOD BUCK UT T I FI NI r - r- EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 A"rOVE 1(S COUP -MG WTH re SOUTH FI.Iryfl 1L{T[ J T MWEDWS1d1 r 9U7lCY.YG COrK COUPW7CE ��J L-,\ .UUUI\ �-,UIvf UUI-\H I JU{VJ, r Ii Hu AF .K cowtym fum THE _' MAR 1us 6GUT71 F(��j� qy1 E HA%' XI PR A'CEPrANCEx7.DI- o_ a` r. r 6' X 31-1020-Ew-0 SHEETS OF 6 iLY{S81 Ulfit u l HLK DUUK FANLL STYLES 36� MAX '9 /16' nn �� 0Moa �n 0� ❑o oaa MA 0�q� OEI aaa ,LANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PAFIEL 4-PANEL IB-PANEL OTHER SIDELITE STYLES 3 0' ['MAX 79 /JZ Mn� SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A SL-691 oo no as . na 00 . as as PD-1 PD-2 PD-3 PD-4 PD-5 PO 6 i PD-7 PD-8 1-9 # 991 nn PD-ID PD-19 PO-20 PD-21 PD-22 PO-23 PO-24 o a o o �0� ada aoa o00 0 PD-35 PD-36 PO-37 . PO-30 PD-39 PD-40 PO-41 0 ` allWail El 0 oa egg s 101 FLUSH 0-PNL CRa3S,aK �QA l2-PANEL 4-A ] EYEIWv 5-PANELA5-P�VSL 5-PAN V/EYE a EYE v a a SL-69C SL-25 SL-55 SL-300 SL-40 SL-90A QQ Oa u� nn A PO-9 PD-IQ PPO-12 PD-13 IU iii ''•►� /%+ in iii "' !!! 1H1'I iii Oa V PO-42 PO-43 PD-43A PO-43B l S<-9K-3Q, S<-30C SL-70 SL_00 do a❑ na PO-14 PO-15 PO-16 PO-17 rW F- S �P7 r ; c lu PD JI PO-JZ PD-33 PO-34 g 3 911 E.Wilai ., l �� 1J 31-1Q20-EW-p M1904 a cwrz SHEET 6 OF 6 �►� urge PLOT PLAN for. MARONwm HOMES. INC. , DESCRIPTION: LOT 34, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK G 1 PAGE(S) 7G ENV 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA DOGWOOD DRIVE 589049' 1 1 %V 89.50' — 10, — — — -- — — —G 5'F.E. — — — — — — — — O LOT 35 0 24' O O Z b CONCRETE PATIO 50.00' Ys O S MODEL: GEORGETOWN' A' (4-2) BLOCK FINISHED FLOOR ELEVATION -47.06 DRAINAGE TYPE: ' A• WITH I O' x 24' PATIO BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 7.5' SIDE STREET. 20' BUILDING LINE: 60' 8.00' SCALE T'- 20' O' 5' lop 20' GRARIIC SCALE LOT 33 N N W_ O Z qe 6.00' Flo e� :4'r r �gS D I � I U U.E. 0 �1 FLOOR SLAB R060.W MUST BE 1" Ac"'.. "ROV " �Cw3s 161 f� OF ADJACENT OAD UNLE .ei ��p, Z OTHER\A!!SF APPROVEDtb48 55"W LOT 34 CONTAINS 110 9.965 SQUARE FEET/0,229 ACRES +/- •061 NOTES FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE EASTERLY BASED ON THE FEDERAL EMERGENCY DOMINION LINE OF LOT 34 BEING NW*11'46'W. MANAGEMENT AGENCY FLOOD INSURANCE ?. ELEVATIONS ANDRW MAR STRUCTURE SHONN BASED ONR�NGINEERING HEREATE ON NOT LIE MINN COURT COURT PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA, 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN; ZONE " X '. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED RADTW COMMUNITY PALL NOL '120289 0040 E q IN THE FIELD. EFFECTIVE DATE: APRI. 17. INS, POINT THIS IS NOT A SURVEY. MAP REVISION DATE: tb� (SUBJECT TO CHANGE) 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 OBTAAWO AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TIILE VERIFICATION. ABBREVIA TIONSAEG 0. NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE WALL EASEMENT F.E.-FENCE EASEMENT ID R.-RADIUS PA -POINT OF INTERSECTION L.S.-LASURVEYOR 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.-{{//1p/TY EASEMENT ARC -ARC LENGTH L.B.-LICENSED 8USMESS CH.BRG-�FlORD BEARING lU.E.-SIDEWALK UTILITY EASEMENT D.U.d•S.E.-DRAINAGE U7ILITY d `& CENTERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) W.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE INC. THIS SURVEY NOT VALID UNLESS EMBOSSED THEIDA 9GNN ED AND RAND SEAL OF A iL DA LICENSED SURVEYOR AND MAPPER �% • REVISION DA TE LAND SURVEYgRS AND MAPPER5 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-OWO FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2003 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 6 LOT by NEIL CADD FILE: CROM V=34.OWG W.0.2003-7406 J V Maronda Systems Engineer of Record Design Criteria: TPI Maro 4005 Maronda Way Tomas Ponce, P.E. Design: Matrix Analysis n da Systems Sanford FL 32771 (407) 321-0064 1005 Vannessa Dr. Oviedo, FL 32765 TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO3401 34 109 DOMINION CT ORLN-CRC GTNA4 RIGHT Fax (407) 321-3913 FL PE # 50068, GEORGETOWN A 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed buildina. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 37 Layout 10-17-00 H 8-19-02 Roof Loads - VT 4-11-01 H1 8-19-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 J 8-19-02 A 8-19-02 J1 8-19-02 t/ Al 8-19-02 J1A 8-19-02 A3 8-19-02 J1B 8-19-02 Total 33.0 psf A4 8-19-02 J1C 8-19-02 A5 8-19-02 t/ J1D 8-19-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. S acin : 24.0" A6 8-19-02 J2 8-19-02 A7 8-19-02Lef J3 8-19-02 �(,/ B 8-19-02 J4 8-19-02 131 8-19-02 J5 8-19-02 B2 8-19-02 J6 8-19-02 63 8-19-02 J7 8-19-02 C 8-19-02 l% C2 8-19-02 C3 8-19-02 t..� D 8-19-02 D1 8-19-02 D2 8-19-02 D3 8-19-02 ✓ D4 8-19-02 D5 8-19-02 E 8-19-02 INV # DESC QNTY DATE: �i 18331 1 EHUH26 9 18330 1 EHUH28 18360 1 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 18336 EHUH28-2 1 SEAT PLATES 141 26-0 HIB-r91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES is the resoonsibilltvofthe installer (builder buildinacontractor licensed contrafor 'ectororerectlg_n contractor) to=petlyreceive. unload, store, handle install and 'ace metal plate connected woodtrusses to protectlffe 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 sed upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 683 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 permission of the publisher. Printed in the United States of America. 7ORAGE �i 5 (t o Wo�ue1 ICr�JtFE1 c)al p 1a n fi Frame l;tii� 's�Lj;� �(,. 'ri b ,fie ���� � ��E��:����`I..� r ��57 i c �N�?'1 �r � ,. �,I, { , •;, 1 �� �,° .� .� x�,�,�rG, j ti ,�,P � �' �.•5 � nyy ra �1�°.. iq�IS'J) (,pu,�e.1�,V1•�g ,�r� 79 i.I L. i.,7{i,'C1� I(d '�� -r n;- r� 11 !� ik:- � d.'i-YE r! ilk �`r t',H�I r�c t: l.i.�y7� {� ('°I�.:� 1� �y'..rJ{�ry`V::' � .," `; G? , i�2i.;�". —j, l� •• 5'Ttl _i c�' �, r� � !(i. Y�."�SN �„i��lil�y''��F 1 .:j 1 1 -Rt.( � :�' l it`V 'V ., µ� �t. � �. P4 '1S;4st �r�r 7�14/yp f-��i„�����t'���i ^�lkr.�.e;,m � �!� �. ,�.. ,����. � � Y �h '2i'I .�a 'Y/�.:, ji � �k Ad•rv;, ry, � I i r'i f h n? '- ti .�� en�Y cY`�illff,�, 6;,';I(t�•9'7?�-�t'^)'� ^y�sr`it: �t.S�?�i`�.:'ti.�3���([���.n�;��'%'�;�!�fiepp��p1. Tag Line n !i is r N r,✓,nlry,�71 tlrx4 !!toll i9erxxt1laMtr�„¢mri Wa I'�'77 tl91 x l Nljrr r i G.R©IDND BR�ACI,.IVG,BUi,L"�DIN'G��I�VITENRI�OR� brace ROI�I1DB�R"AC��1G''Bk�! LDIGvXTE RI OR' IWNI x.n.f.a N� End Wall Top Chord Typical vertical L8T \ ettechmenl Plan a Icing '-. GBV ` �� Ground Brace .� Verticals (GBy) Strut 'NW� ntal tie member with a (HT) "runs of bra, cup of trueea (EB) Frame 2 Over 28' - Over 60, see a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine -IF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace ------ Required Attachment Required Frame 3 ' SC'15SORS TRUSS V VQ I It 0 C 0 1 IM EFIA-Ve ACE SP�ACIIJG :.SPAN,'qlk �,l TCH 'ACING U s J., 14 qo;: HF Up to 24' 3/12 17 12 Over 24'. 42' 3/12 7-1 10 Over 42'- 54' 3/12 6'— 6 Over 54' See a registered professional en Ineer Ur: UOUglaS Nr-Larcn 5F - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togatherand cause collapse itthere hono diago. nalbracing. Diagonal bracing allould be nailed to the underside of the top chord when purlins are attached to the topside of the top chord, ji �.'MONO TRO "! A exirr UsPlacement ­14 1W Line ;oNST' LAT!ONJOLERAI.� K 12 3 or greater 1 f4 Length L(In) All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brmo4 Required 10' or Gr( Attach mc Requirec -1 T ti/.11 Lesser of L(In) SO" 1/4" 4.2' -loo'. L'—J 150" _11? _83, 3/4" 1 12.5' BOW L(In) Lesser of LJ200 or 2" Z, 200" 1" 16.7' 250" 1-1/4' 20.8' 300" 1-1 FT' —2 84tROAIDA, SYSTEMS 4005 Maror&da Tray Date: A18rch 5, 20€!3 To: Building Department From: It►'Faronda System,, Torras Ponce Professional Eraorineer State of Fiorida 9005000,g Subject: Valley Trusses items Samford, FL 32771 (407) 321.0064 Faz (407) 321.3913 All valjey trusses labeled VT tira u IN are coy eyed under the. �F A cat the truss Package sinned and se'aied by the engineer of r€'cord.eTh�e connections a�eon � d on the structural info sheet of the plans, All criteria oftlle �:rtiley trusses are noted on the general sheet. If you have any cieaestjons please keel free to call at 407-321-0064, ��Ra��eB•ely, Tom s Ponce, P.E. Date: 3i 5f o 3 1W4 61 uCftviWAt �. �c�i` 1TT'' r +fit'/?;• r''rF �hrA L MARONDA SYSTEMS WO: VALLEY SET TI: VT 9TYA DESIGN INFORMATION This design is for an indNWuW building . ma3ponent and has been based on Information provided by the client The designer disclaims any responsilAW for damages as a [Holt of faulty or U meet hdor—Aloe, speeifiatlons and/or design fnunbined to the truss designer by the client and the correctness or accuracy of this Information as It troy [else. to a apr cinc Project am accepts no respons"14 a exercises no control with regard to fabrhx- tkxL bardUng. shipment and Untallatlon or trusses. This truss has been designed as an individual building component in accordance with ANS1flYf 1-199.5 and NDS-W to be IKorpoated' as part of the building design by a Building D-4per 0.0—ed areh6ecl or professkaat engineer). When reviewed for approval by the building destgner, the desfilln. loadings shown must be checked to be Sure that the data shown are in agreement with the local building code. foal dbatie records !car wind or aaow loads. protect specifications or special applied bads. Unless shown. truss has not been designed far storage or occupancy loads- The design assume compresebn chords (tap or Doltoml are coutiou- ouaW braced by sheathing unless otherwise specified, Where bottom chords to tenslon are not fully braced laterally by a property applied. Hod cedk% they should be braced at a maxmmmr spacing of 1014e o.c Connector plate slat be manufactured from 20 gauge hot dipped galranbxcl steel meeting ASTM A 653, Grade 40. unless otherwise shows FABRICATION NOTES Prior to fabrication. the fabriator stall review this dnwfng to verify that this dewing Is In conformance with the fabricator's plats and to reahm a continuing responsibility for such veri- fication. Any discrepancies are to be put to witting before cutting or fabrication. Plates shall not be Installed over knothole. knots or distorted grin Members shall be cut for tight filing wood to wood bearing. Con- nector plates shall be located on both faces of the teas with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown A Sm plate is 5- wide x C long, A GxS plate IS 6- wide x 8' long. Slots (holes) ram parallel to the plate length specified. Double cuts on web members shag med at the cernttold of the webs unless otherwise shown Connector plate stray are mfnfmum sTres based on the forces shown and may need to be mdeased for certain hund- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise sbowna For additi—al information on gunalty Control refer to ANSI%M 1-1995 PRECAUTIONARY NOTES AB bracing mad erection recommendations are to be followed In accordance with 'Handling Instafttog b: pradng-. HIS-91. Trusses are to be handled with particular care during banding and bi mdllng, dellvuy and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mo. and for resisting lateral forces shall be designed and Installed by other. Careful hand- ling is essential and erection biacirg is always reWhed. Normal precautionary action for tenses tapilres such temporary bracing during installation between trusses to avoid toppling and dombmoing. The Supervision of erection of trusses shall be under the control of persons aepecfenccd m the Installation of trusses. Pnmfessbral advice shall be sought if needed. Concentration of construction Inds greater than the design bads shall not be applied to Trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is anmpkted. MONO VALLEY VALLEY TRUSSES COMMON VALLEY VALLEY TRUSSES (TYP.) SUPPORTI 16 TRUSSES �I I I JPPORTING TRUSSES SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) *VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. DIAGONAL WEBS —� REQUIRED WITH SPANS -I GREATER THEN 28-0.0 3x6 2x4 , 0-0II--4 , I 20 IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. # 2x4 # 20 OR 5x6 OR 4x6 316 t 4x6 3x6 4x6 OR 214 (tI WHEN DIGGONAL WEB PRESENT USE 4X6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT t 416 14. O.C. (TYPI OR 2x4 20 3x6 UP IES TO 2.4 UP TO 7 11 axe 20 20 2x4 20 400 2x4 3x6 2x4 10 Sze 3x6 on 316 OR, t 4x6 OR t 4x6 MAX, MAX. 6.0.0 O.C. (TYP) * 20 MAX. 6.0.0 O.C. (TYP) MAX TRUSS SPACING 4, ', BELOW a 46' O.C. �—�'�X SPANS UP TO 60-0-0 0.1 TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: .2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TiC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WiTH iOd NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES.ARE 1120 GA TESTED PER ANSI/TPI 1-1"5 Cunt. Support Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOR CT.0VIF..DO.FL32766 WAK 41MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bndag shown[ or this drawing is notcrectambracing, wind tracing. 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 laleal bra Ing at ends and sp-Ukd locations determined by the building designer. Additional. ".Ing d the overall structure. may be requbed. (See Hl" I of TPII. frrusa Plate Institute. TPL Is bated at 583 D'Ono(t10 Drive, Madison. Wisconsin 53719). Studs @ 6-0-0 ox. Eug. Job: DWg: Dsgur: TLY Chi: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psr BC Dead 2.0 psf 25.0 Truss ID: VT Date: 4-11-01 a UIFU%- -cot, 1.40 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPt Code Desc: Design: Mntrix Analysk JOU P41If: C-'I11-E-LOXVORSCA7, 1. _ ;RS Mr-C. !K 77M H MARONDA SYSTEMS WO: DESIGN INFORMATION This resign is for an ha$ridual buiding component cord lots bet, lased on bnformatka, provided by the client The designer dlsdahns any reoponslbUlty (w damage - a —It d faulty or incorrect bdorafation. specllimllass and/or designs furnished to the truss designer by the client and the correctness or accuracy e( this Irdermatfw, as It may -It. re a silo- elile project and accepts no responsibility or etereh a rro control -fth regal to fabrks- if.. handlutg. shipment and Installation of troves. This tonal Ms been d®tgned a an badWiduai building cc npmtent fn atrmdance with ANSUM I-1995 and NDS-97 to be in ari o ted as part of the building design by a 8 Ildb,g Designer Oegfstered archned,x profs t-1 ertglxer). When revtewed for approval by the building dnlg„er, the design bodtogs steam rust be checked to be ore that the data shorn, are In agreement with the fool building .des. local lunatic records for whrd or snmv foods. P-1--t speeUkati— or spedai applied toads. Unless shown. truss has not been designer for storage or occupancy foods. The design assumes eornpresvlon elands ftop or bottom) are.ntnu- ously braced by sheathing u.(-- otherwise specified. Where bottom then is in tension are not fully traced faterabty by a properh, applied rigid ceiling. they shoutd lx brreed at a m>.Wnwn spacing of 10'-0' o.e Connector plates shall be nnan-fort-4 I,an 20 gauge hot dipped galvanlued steel meetb,g ASrM( A 653. Grade 40. unless othenvlse al - FABRICATION NOTES prier to fabd-tion, the fabrk for had rerkw this d—ing to verify if.( this drawing is In conforr,tance with the fabricator's ph is and to —ifte a conunuhng reep—thdity for such verl- IkslfIrm Any dlscreparleks are to be put to waling before cutting er fabric tioel. bates shall not be Installed over knotholes. knots o, distorted pain. Members shall be cut for tight fitting wood to wood bearing. Con- neef.r pl..i.es shall be lo-(ed can trrth faces of the taus with .it. fully hnbcdded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- ftle x 4' bng. A Ft8 plate Is 6' wkie x 8' tong. SMts (notes) cam panikd to the plate length spectfied. Do,lbk cuts on web an."ben shall meet at the —bold of the o,ebs unless othcrn•15C shmmh. Connect., plate sizes are tnh,imunt Ito- faced on IIa forces she,vn and finny ,teed in be increased for ceit in fond. Ihngand/orerectionsl,""e5. lhi trw lsnot to be fabrkated with fie reta,d nt treated tualber unless otherwise shmen. for additional Warth,aton on Quality Control refer to ANSI/TFI 1-1995 PRECAUTIONARY NOTES 1W bracing and erection recarumendauons are to be fdbwed in accordance wnh 'R..41bu_t Installing A BradnC. I11B-91. Trusses are to be handed nth pnuticular are during banding and burdWrg, delivery and inm.11Mion to amid damage. Tm,porary and rr pe,—It. bracing for holding tames in s straight and plumb pos. Man and (- resisting lateral (-,raa shall be designed and Installed by others. Careful hand- Ung is essential and erection braeing Is aIom)s required. Nom(al precautlatary action for trusses requires such tanpotary bracJ»g during butaLlatkln between trussrs to amid toppling and don,hranfe, The aapervismn or --tfoo d trusses shall be under the conInA of persons ¢tpedcrneed in the WtallaUo i M trusses. Professional advlee shall be sought if needed. Concentmton of cmntrbea ucton ads greater' it.. the do hgrl bads slat not be applied to In sses at arty lithe. r4o 4r & kh,r than the wdghl of the erreto,<.s1.aU fr ai•pae.l to muses nn,ll alter all la<Ienlnr! and Inaeing is amnpided. HIP GIRDER TI: HIP QTY:} 2x BLOCKING ADDED TO TOP CHORD OF STEP HIP TRUSSES TO SHORTEN OSB NOT TO EXCEED 24"O.C. 0 BE NAILED TO TRUSSES w/ 12" ON CEN_ STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING TYPICAL BL0Cl-CING -FOR ,�'.II EA THING ON SIER HIl'S WARNING: READ ALL NOTES ON THIS SHEET. Eug. Job: 0111111111110 W : HIPDETAI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: HIP CONTRACTOR. Dsgftt-: TLY Cbk: Date: 10-20-00 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 pssr DurFac - Lbr. I.25 sarrFoluD, FL. 32771 if cingshosm col 019 drawing tM 1,errrilon ci brang, wind bracing. portal bndng or shnilar bracing whlcb isa part of the building design and a'hkh be 'r'C Dead 7.0 psr DurFae - Pit: 1.25 (407) 321 0064 Fax (407) 321-3913 must CoI,sfdefed by the building designer. 8ndng sl nom is for k lc al suppo t M Inns members only to reduce buckling length. Pivot errs must be BC Live 0.O r�r O.C. Spacing: 24.01, TOMAS PONCE P.E. anode to mxhor Wrlal bnctrg at ends and sp-111,d baud... detu.tb d by the buddb,g design ,. Additional bracing of the a,•eran ,tnleture rat• be required. (see ifl0-9l v(TPU. tt�� UL Dead 10.0 psi Design Criteria: TP{ g LICENSE #0050069 1890 at>emstioc . Umess Plate hrstltute. SPI. I. bated at 583 0'0rd,io Drive ibadism, WlSwIt 537 i 91. Code DesC: . }IAL 3-3-0) f 558- 24JOLT Derr a: Afdrrfx react;F r.<rt(Jotll JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A 9TY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ========_=====Joint Locations=======___=:___ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 23- 9-12 9) 26- 8713 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 provided by the dient.The designer disclaims any msponstbiftty for damages as a result of WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 12- 1- 4 7) 35-11- 8 11) 9- 2- 3 faulty orinconcctinfonnation.specifiations WndLod per ASCE 7-98, C&C, V= 125mph, 4) 17-11- 8 8) 35-11- 8 12) 0- 0- 0 and/or dign ess furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy Support 1 720# Bld Type= Encl L- 50.0 ft W= 36.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of thb Information as It may relate to a spe- Support 2 825# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 3-12 1186 73 -720 BOT PIN cific project and accepts no mssponsibUny or -erctses no cootsl with regard to fabric MAX LIVE LOAD DEFLECTION: impact Resistant Covert and/or Glazing Req 35- 7- 8 1233 0 -825 BOT H-ROLL lion. handling, shipment and installation of L/999 trusses- This truss has been designed as an L--0.40" D=-0.42" T=-0.82" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3629 0.73 12-11 3281 0.99 ANSI/TPI I-IM and NDS-97 to be incorporated T= 0.59" 2- 3 -3431 0.74 11-10 2956 0.77 as part of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -2546 0.54 10- 9 2959 0.77 Designer (registered architect or professional enginecrl. when reviewed for approval by the T= 0.29," 4- 5 -2546 0.56 9- 8 3292 0.98 building designer, the design loadings shown j = 1.15 5- 6 -3439 0.74 must be checked to be sure that. the data shown 6- 7 -3640 0.71 are in agreement with the local building codes, local climatic records for wind or snow loads. project specification or special applied bads. Unless shown., truss has not been designed (or storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified.. Where bottom chords In tensionare no fully braced laterally by a. properly applied rod ceding, they should be braced at a 17-11-8 18-0-0 maximuspacing of 10-0- o.c. Connectorlk m plates shall be manufactured from 20 gauge hot 1 2 3 5 6 7 dipped galvanized steel meeting AS7M A 653. Grade 40. unless otherwise shown. O _� -6.00 FABRICATION NOTES 4X6 Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication- Any discrepancies arc to be put in writing before cutting or fabrication. 3X4 3X4 Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nads fully imbedded and shall be 9-9-2 94-3 sym. about the joint unless otherwise shown. A 6X8 6X8 5x4 plate Is 5- wile x 4- bmg. A 6X8 plate is 6- 6X8 wide x 8' long. Skits (hoks) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes 04-7 6X8 are minimum sizes based on the forces shown and may need to be increased for certain hand- 6X8 04-3 ling and/or erection stresses. This truss is not to befabricated with rite retardant treated 4X6 lumber unless othcrwlse shown.. Far additional 4XG Information on Quality Control refer to ANSI/TPI 1-1995 3X$ 3X8 PRECAUTIONARY NOTES Ad bracing and erection recommendations arc to be followed in accordance with "Handling Installing 8 Bracing', HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a slralght and plumb pos- alon 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 tristailation between trusses to avoid toppling and domkloing. The supervision of erection of trusses shall be under the control. of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not he applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 3'00L 3.00 0-7 i 17-4-0 i7-4-0 1 11 1 9 S 1186# 7.50" 1233# 8.00" f® 35-11-8 100 (l RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1813 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.F1,32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building, design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Promions 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 requbed. (See HIS-91 of TPiI. (Truss Plate Institute, TPL Is local:ed at 583 60nofrio Drive. Matllson. Wisconsm 537191 Eng. Job: WO: GT2A4 Dwg: Truss ID: A Dsgnr: TLY Chic: Date: 8-19-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live ().0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf : 7.18.02- 20409- 2 aotgn: m nnoysts !UH PAf H: L:IftL-LVKV083.If L5MYffl(,7Z14 HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: Al ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ... ==__=== ==Joi.nt Locations=====__=____=__ This design is for an individual building 2x4 SP #1 D 1,4 composite result of multiple loads. 1) 0- 0- 0 5) 23- 9-12 9) 26- 8-13 cornportenm t and has been based on information BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 provided by the client The designer disclaims 2x4 SP #1 D 1,4 continuously continuous) braced unless noted otherwise. 3) 12- 1- 4 7) 35- 9- 8 11) 9- 2- 3 any responsibility for damages as a result of faulty or incorrectkdornatfon.specifkations WEBS: 2x4 SP #3 WndLod r A 7 - 98, C&C, V= 12 per Saq�h, 4) 17-11- 8 8) 35- 9- 8 12) 0- 0- 0 and/or designs furnished to the truss designer H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- bythe chentand the correctness oraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= EaCl L= 50.0 ft W= 35.8 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type Rnon as It may relate to a spe- of this krfoau Support 1 730# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 P psf 0- 3-111 12 -73BOT PIN cific project and accepts no responsibility or exercises no control with regard to fabrica- Support 2 736# Impact Resistant Covering and/or Glazing Req 35- 8- 4 4 1179 0 -736 HOT H-ROLL tion. handling, shipment and Installation of MAX LIVE LOAD DEFLECTION: trusses. This truss has been designed as an L/999 ..TC ... FORCE... CSI ..BC ... FORCE... CSI Individual budding component In accordance with L--0.37" D=-0.40" T=-0.77" 1- 2 -3742 0.86 12-11 3372 0.92 ANSI/7Pil-1995and NDS-97tobeincorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION- 2- 3 -3494 0.69 I1-10 2986 0.77 as part of the building design by a Budding T= 0.56" 3- 4 -2565 0.52 10- 9 2978 0.77 or proval by t l engi eer (registered architect for englnarl. When reviewed for approval by lire MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -2565 0.53 9- 8 3339 0.95 building designer, the design loadings shown T. 0.27" 5- 6 -3472 0.71 must be checked to be sure that the data shown 6- 7 -3711 0.93 arc in agreement with the local building codes, RMB = 1.15 local climatic records for wind or snow loads. project specfiicatkms or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced latemily by a property applied rigid ceiling, they should be braced at a 17-11-8 17-10-0 maximum spacing of la-T o.c. Connector plates shall be manufactured from 20 gauge hot 1 2 3 5 6 dipped gal ard-d steel .-Ung ASTM A 653. Grade 40, unless otherwise shown. 6�00 .. Q FABRICATION NOTES 4X6 Prior to fabrication. the fabricator shall review is thdrawing to verify that this drawing is in conformance with the fabricat-'s plans and to realize a continuing nesponslbillty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. 3X4 3X4 Plates shall not be installed over knotholes, knots or distorted. gram. Members shall be cut for tight fitting wood to wood bearing. Con - nectar plates shall be located on both faces of the truss with nails fully imbedded and shall be 9-4-3 sym. about the joint unless otherwise shown.. A 9-4-3 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" 6X8 6X8 6X8 wide x 8" long. Skis (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sties ate minimum sires based on the forces shown 04-7 6X8 6X8 0-5-3 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 otherwts< shown. For additional infomatkn on Quality Control refer to 3X6 4 4-0 4X6 ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendatlons are to be followedin accordance with "Handling installing $ B-ing . Hl"1. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition andfor restating lateralforces shall be designed and installed by others. Carefulhand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg The supervision of erection of trusses shall be under the control of persons experiencedIn the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the d-tgn bads shall not be applied to trusses atany time. No loads otter than the wcigld of the erectors shall be applied to trusses until after all fastening and bating is completed. a7 3.00 1 3.00 17-4-0 17-4-0 i 12 11 1 9 g 1183# 7.50" 1179N 2.50" 1e 35-9-8 1 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 #0050W 1005 VANNESSA MOVIEDO.F1.3274% VYAKNING: 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 emctkn bracing, wind bracing, portal bracing or similar bracing which is a fart of the building design and which most be considered by the building designer. Bracing shown Is for lateral support of tross members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltional bracing of the overall structure may be required. (See HIB-91. of TPI). rrruss Plate institute. TPI. is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). scale = 0.1872 Eng. Job: WO: GT2A4 Dwg: Truss ID: Al Dsgnr: TLY Chk: Date: 8-19-02 TC Live 16.0 psf DurFae - 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 - 7.18.02- 20411- 3 i estgn: Mdtru nnarysir !Oil PATH: CATEE-L0KU0BS1I25MPHtGM4 NCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A3 9TYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = ---Joint Locations=====_=._______ This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) OS 0- 0 6) 24- 5-12 11) 18-11- 8 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5-11- 1 7) 29-11-15 12) 17-11- 8 provided n the client. The designer a exudisclt of WEDGES: 2x4 SP #2 continuous) braced unless noted otherwise. 3) 11- 5- 4 8) 35-11- 8 13) 16-11- 8 any responsibility for damages as a result of y faulty ormcorrect tntormation. specifications WfidLod per ASCE 7-98, C&C, V= 125mph, 4) 16-11- 8 9) 35-11- 8 14) 8- 8- 3 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE- H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 5) 18-11- 8 10) 27- 2-13 15) 0- 0- 0 by the client and the correctness or--cy Support 1 731# Bld Type. Encl L= 50.0 ft W= 36.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis I fomration as it may relate to a spe- Support 2 845# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type ciflc project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: impact Resistant Covering and/or Glazing Req 0- 3-12 1185 73 -731 BOT PIN exercises no control with regard to fabriea- L/999 U... handling. shipment and Installation of 35- 7- 8 1233 0 -845 HOT H-ROLL trusses. This truss has been designed as an L=-0.39" D=-0.40" T=-0.79" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building coinponent In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3616 0.71 15-14 3264 0.98 ANSI/TPI 1- 1995 and NDS-97 to be tocorporited T= 0.58" 2- 3 -3453 0.68 14-13 3023 0.81 as pan of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -2687 0.56 13-12 2374 0.69 Designer (registered architect or professional engineed. when reviewed for approval by the T- 0.28" 4- 5 -2445 0.42 12-11 2375 0.69 building designer, the designloadings shown I2IrID = 1.15 5- 6 -2687 0.58 11-10 3026 0.81 most be checked to be sure that the data. shown 6- 7 -3461 0.67 10- 9 3276 0.97 am in agreement with the local building codes, 7- 8 -3627 0.69 localclimatic records for wind or snow krads, project specifications or special applied loads. Unless shown. tnrss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified.. Where bottom chords In tension are not fully braced Laterally by a properly applied rlpod ceiling, they should be braced at a maxlmurn spacing of 10r-0" o.c. Connector 16-11-8 2-0-0 17-0-0 plates shall be manufactured from 20 gauge hot Ilk 11 dipped galvanized steel meeting ASTM A 653. 1 2 3 6 7 8 Grade 40. unless otherwise shown. Q _ Q FABRICATION NOTES Prior to fabricaUon. the fabricator shall review 5X8 5X8 this dmwfg to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- fication. Any discrepancies arc to be put In wining before cutting or fabrication. 3j(4 3X4 Plates shag not be Installed over knotholes. knots or distorted gain.. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both facts of the truss with naps fully Imbedded and shah be otherwise x4 about etonshown. 9-3-2 5plaeIs5'wfdex4!g. A&pktE 6X8 3X4 3X4 6X8 8-10-3 wide x 8" long. Slots (holesl run parallel to the plate length specified. Double cuts on web 5X6 members shall meet at the cemmid of the webs unless otherwise shown. Connector plate sizes 04-7 are "Ima u n sizes based on the forces shown 6X8 6Xr8 0-4-3 and may need to be increased for certain hand- Itng and/or erection stresses. This truss is not. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional _ 4X6 4-4-0 4X6 Information on Quality Control refer to ANSI/TPI 1-1995 3X8 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handfed with particular care during banding and bundling, delivery and installationto avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominourg. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to uwsses .,,in after all fastening and bracing is complied. 3.00 JI 3.00 a7 17-4-0 17-4-0 1 14 13 1 11 10 1 1186# 7.50" 9 1233f/ 8.00" 35-11-8 1-0-0 (RO-11-I1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1813 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OR.OVIEDO. Ft_177a 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 bmcUW, wind bracing, portal bracing or similar bracing which Is a pad of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions mustbe mad to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (.See HIB-9I of TPI). Muss Plate Institute. TPI, Is located at 583 D'Onofdo Drive. Madison, Wisconsin 537191. Eng. Job: WO: GT2A4 DWg: Truss ID: A3 Dsgnr: TLY Chk: Date: 8-19-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC 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`07. ,02- 20413- 3 --•^s•- -•�• - ..•....r,., +r.o corn.- t:Ieeo-eVAvvralfOMrtfIU1Li4 HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A4 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__= __=_ ====== Joint Locations==___=______ This design is for an. individual budding HOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)= 0- 0=- 0 7) 24- 6- 4 13) 17- 0- 0 component and has been based onlnfornation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 3-15 8) 30- 0- 7 14) 14-11- 0 provided by the client. The designer disclaims 2x4 SP #2 3, 4, 6 eontinuousl any responsibWty for damages as a result of WEDGES: 2x4 SP #2 y braced unless noted otherwise. 3) 10- 1- 8 9) 35-10- 0 15) 7- 8-12 faulty orinconectlnforrration.specifications ➢PndLod per ASCE 7-98, C&C, V= 125mph, 4) 14-11- 0 10) 35-10- 0 16) 0- 0- 0 and/or designs furnished to the truss; designer H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 5) 17- 0- 0 11) 27- 3- 5 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= EnCl L= 50.0 ft W. 35.8 ft Truss 6) 19- 0- 0 12) 19- 0- 0 ofdifsinformationasitmayrelate toaspe- Support 1 824# in INT zone, TCDL= 4.2 sf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- exercisesproject and accepts no responsibility or P P exercises no control with regard to fabrics- Support 2 754# Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type tion. hand shipment MAX LIVE LOAD DEFLECTION: d"rj• Im"ent and installation of 0- 4- 0 1236 11 -824 BOT PIN trusses. This truss has been designed as an L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 35- 8-12 1174 0 -754 BOT H-ROLL IndrvMual bulldtng component in accordance with L=-0.30" D=-0. 32" T=-O. 62" 1- 2 -2137 0.50 16-15 1853 0.63 ANSI/TPI I-1995and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -1997 0.35 15-14 1631 0.44 as pan of the building design by a Budding T= 0.40" _ Designer (registered henreviewearchitect fora professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -1845 0.36 13-12 2254 0.58 engineer). When reviewed for approval by the budding designer. the design loadings shown T- 0.20" 5- 6 -2331 0.39 12-11 3046 0.81 must be checked to be sure that the data shown = 6- 7 -2684 0.56 11-10 3324 0.95 re m aIn agreement with the local budRMB 1.15 ding codes. 7- 8 -3497 0.67 local chawtic records for wind or snow loads. 8- 9 -3674 0.64 project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ousty braced by sheathing unless otherwise specified.. where bottom chords In tension are not fully braced laterally by a property applied rigid ailing, they should be braced at a maximum spacing of 10'-0" o.c. Connector 17-0-0 2-0-0 16-10-0 plates shall be manufactured from 20 gauge hot Ilk dipped galvanized steel meeting ASIM A 653. 1 2 3 4 wi7 8 9 Grade 40. unless otherwise shown. _ - 0 FABRICATION NOTES 5X8 4X6 Poor to (abricallan, the fabricator shall review this to to verify that this drawing is in 3X4 conformance with the fabricators plans and la realize a continuing responsibility for such ven- fieation. Any discrepancies arc to be put in writing before cutOng or fabrication. Plates shad not be Installed over knotholes, 3X4 knots or distorted gain. Members shall be cut 3X4 for tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded andshall be 9-3-2 8-10-3 sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" 6%8 6X8 wide x 8" long. Slots (holes) nun parallel to 6X12 the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes 04-3 6X8 0-5-3 are minimum sizes based on the forces shown and may need to be Increased for certain hand- 3X6 ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3X6 3X4 SX8 4-1-0 5X6 information on Quality Control refer to ANSI/TPII-1995 74-8 3X8 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIS-9 1. Trusses ate to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand - It" Its essential and erection bractog is always required. Norval precautionary action for trusses requires such temporary bracing during Ins(aUUon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought If needed. Concentration of constmellon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 12.00 Ji 3.00 14-11-0 1, 4-1-0 1116 4-0 16 15 14 13 12 11 p 1236# 8.0011 1175k 2.50'r 1-0-0 35-10-0 CCj��1�C) A ES (8) 2X4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOSI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownon this drawing Is not election bracing. wind bracing, portal bracing or similar bracing which is a. part of the building design and which must to 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 budding designer. Additional bracing of the overall structure may be mquhed. (See HIB-91 of TPI). (7)uss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. Eng. fob: WO: GT2A4 Dwg: Truss ID: A4 Dsgnr: TLY Chk: Date: 8-19-02 TIC 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:07.18.02- 20414- 3 ..... ,mite. a...,u:t,Vn4VDJLLUMf"nnrILA4 HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A5 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__===><=a= -joint Locations=====__=____ ==_ This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 7) 25- 9-12 13) 17-11- 8 component and has been based oninformation WEBS: 2x4 SP #3 All COMPRESSION Chorus are assumed to be 2) 5- 3- 1 8) 30- 7-15 14) 14-11- 8 provided by the client. The designer disclalms WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 10- 1- 4 any responsibil9) 35-11- 8 15) 7- 8- 3 responsibility for damages as a result of faulty orIncorrect Information. specifications WndLod per ASCE 7-98, C&C, V= 125uph, 4) 14-11- 8 10) 35-11- 8 16) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 17-11- 8 11) 28- 2-13 by the client and the corectness or accuracy Support 1 770# Bld Types; Encl L= 50.0 ft Net 36.0 ft Truss 6) 20-11- 8 12) 20-11- 8 ofthis information as It may relate to a spe- Support 2 913# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- ciBc project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: act Resistant Covering and/or Glazing R X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrics- IIIQ g g eQ L/999 lion. handling. shipment and installation of 0- 3-12 1186 73 -770 HOT PIN trusses. This tntsshas been designed asart L=-0.40" D--0.42" T--0.82" ..TC...FORCE... CSI ..BC ... FORCE ... CSI 35- 7- 8 1233 0 -913 BOT H-ROLL individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3579 0.69 16-15 3220 0.95 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0. 58" 2- 3 -3488 0.62 15-14 3139 0.78 as sign the bedding design byes Budding Designerr (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -2920 0.57 14-13 2625 0.67 engIncrl. When reviewed for approval bythe T= 0.28" 4- 5 -3198 0.55 13-12 2626 0.67 budding designer. the design loadings shown 5- 6 -3198 0.55 12-11 3143 0.78 must be checked to be sure that the data shown RMB = 1.15 6- 7 -2921 0.59 11-10 3234 0.94 arc in agreement with the local building codes. 7- 8 -3498 0.64 local climatic records for wind or snow loads, $- 9 -3592 0.70 project specs is ttlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are cominu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a property applied rigid ceiling, they shouldbe braced at a maximumspacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. I4-11-8 6-0-0 15-0-0 Grade 40. unless otherwise shown. 1 2 3 5 7 8 9 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing is in conformance withthe fabricate. plans and to 5X8 2X4 5X8 reagze a continuing responsibility for such veer fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. 3X4 knots. or Memr distorted grain. beshad be cut 3X4 for tight faYfng wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully "bedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x6 plate is 6" 8-3-2 6X8 6X8 6X8 7-10-3 wide x 8" long. Slots fholesl run parallel to 6X8 6X8 the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown- Connector plate sues 04-7 0-4-3 arc minimum sues based m the Toes shown 3X4 3X4 and may need to be increased asese d. for certain hand- ling and/or eecuon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional 4X6 4-4-0 4X6 Information on Quality Control refer to ANSI/TPI 1-1995 X8 3X8 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with "Handling Installing 6 Bracing% HIS-9 1. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- gion and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requites such temporary bracing during Instadatlon between trusses to avoid toppling and dominolng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses.. Professional advice stall be sought If needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No loads other than the weth weight of e erectors shall be applied to musses unud after all fastening and bracing Is completed. 3.00 1 3.00 0-7 080 174-0. 174-0 1 15 14 3 12 lid 1186# 7.50" 1234# 8.0011 I" 35-11-8 1 11 -0.. I (iCV-11.-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1813 •• WAKIVINGI READ ALL NOTES ON THIS SHEET. Eng. Job: WO: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: AS CONTRACTOR. BRACING WARNING: Dsgnr- TLY Chi{: Date: 8-19-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - LbC 1.25 SANFORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the budding design and whichmustbe considered by the budding designer. Bracing shown is for lateral TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0n (407) (407) 321-3913 TOMAS PONCE P.E. support of truss ra members only to reduce buckling length. P4 ions must be Additional bracing of ttthe overall structurane may bed locations determined by the budding designer. g Y required. I.Se'e HIB-91 o(TPI:I. psf BC Dead to.o �f Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wtsconsin 53719). Code Dese: FLA 1005 VANNEWA DP-CMEDO.M32766 5 1 TOTAL. 33.0 psf V:07.18.02- 20415- 3 s,.5- ...w.w, nraay,u wu rnftl: L:I1LE-LUAUUHJI(UMPHIG(L44 HCS: 06.02.02 JB: A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design Is for an individual budding component and has been based an Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect tnfornatfon, specifications and/or designs furnished to the truss destip r by the client and the correctness or accuracy of this Information as it may relate to a spe- cgic pmjmtand accepts no responsibility or exercises no control with regard to fabrica- tion.. handling. shipment and installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Deslgri r (registered architect or professional engineer). When reviewed for approval by the budding desigrer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom! are conunu- ously braced by sheathing unless otherwise specdfed. Where bottom chords in tension are not fully braced laterally by a properly applied rigd ceiling. they should be braced at a. maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwdng to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ficatlon. Any discrepancies are to be put in writingbefore cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shalt be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroldof the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown d anmay need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses arc to be handled with particular care during banding and bundting, delivery and Installation to avoid damage. Temporary and permanent tracing for holding trusses in a straight andplumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always ,cqulmd. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CVNIIn=ON PER SCHEDULE: Support 1 847# Support 2 816# MAX LIVE LOAD DEFLECTION: L/999 L--0.29" D=-0.30" T=-0.59" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.35" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.17" RMB - 1.15 8-3-2 0-4-3 T7� 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, Kzt= 1.0 Bld Type. Encl L= 50.0 ft W. 35.8 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 -2131 0.52 2- 3 -1986 0.43 3- 4 -1541 0.41 4- 5 -2572 0.57 5- 6 -2944 0.55 6- 7 -3525 0.62 7- 8 -3636 0.67 ..BC...FORCE... CSI 14-13 1848 0.63 13-12 1634 0.48 12-11 1569 0.45 11-10 3162 0.87 10- 9 3280 0.92 TI: A6 QTY:1 _ _ ==Joint Locations===== __ ====___ 1) =0 0- 0 6) 25-10- 4 11) 21- 0- 0 2) 5- 4- 5 7) 30- 8- 8 12) 15- 3- 8 3) 10- 2- 2 8) 35-10- 0 13) 7-11- 0 4) 15- 0- 0 9) 35-10- 0 14) 0- 0- 0 5) 21- 0- 0 10) 28- 3- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1236 32 -847 BOT PIN 35- 8-12 1174 0 -816 BOT H-ROLL 15-0-0 6-0-0 14-10-0 11 1 2 3 6 7 8 u 6.00 5X8 4X6 f�- 7-0-0 7.53 3.00 JAV 3X8 7-10-3 0-5-3 P09 11 15-3-8 11, 5-8-8 144-0 14 13 '112 10 q' 1236# 8.00" 1175# 2.50" 1-0-0 35-10-0 CCSA S (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 ' WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A6 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chit. Date: 8-19-02 4005 MARONDA WAY TC Live 16.0 psf Durfae - Lbr: 1.25 SANFORD, FL. 32771 gracing shown o i this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which ds a part of the building design and which must be considered by the building dptgner. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions nwst be BC Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified fixations determined by the budding designer. Additional bracing of the overall structure maybe required. (,See H18-91 of TPII. BC Dead 10.0 ps f Design Criteria: TPI LICENSE #0050068 frr tss Plate Institute. TPI, is located at 583 D'Onofrkr Drive. Madison. Wisconsin 537191. ,,a Cade Desc: FLA 1005 VANNiS.SA DR.oVIEDO.F1.327" TOTAL 33.0 psf V:07.18.02- 20d 16- 3 • �.•a -nu +(jo rAfrr: L:IILL-LUAUUHJIIZ)MPHIG17A4 HC& 06,02.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- Cole project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPr 1-1995 and. NDS-99 to be incorporated as part of the building design by a Building Designer (registeredarchitect or professional engtrimri. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, load climatic records for wind or snow loads, project speclflcatfons or special applied loads. Unless shown, truss has no been designed for storage or occupancy loads. The design assumes compression chords (top or bottom! are continu- ously braced by sheathing uniess otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid telling. they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hid dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review dr awing rawing to verify (hat this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ven- fication. Any dbcrepancks are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both (aces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6" wide x 8" long. Slots (hots) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown.. Connector plate sins act minimum sizes based on the forces shown and may need to be increased (or certain hand- hng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling (nslalitng & Bracing'. H16-91.. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttfon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotrig. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design ids shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses unul after all fastening andbracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,3,4,5 WEDGES: 2x4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 50.0 ft W= 35.8 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=-0.30" D=-0.32" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB - 1.15 7-3-2 0-4-3 7T� I WO: GT2A4 WE: 1X4 continuous lateral bracing attached with 2- 10d nails each m er where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. All COMPRESSION Chorus are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CXW;ECTION PER SCHEDULE: Support 1 878# Support 2 850# ..TC... FORCE...CSI 1- 2 -2123 0.54 2- 3 -1717 0.50 3- 4 -1585 0.41 4- 5 -2942 0.43 5- 6 -2943 0.56 6- 7 -3168 0.84 7- 8 -3671 0.68 ..BC ... FORCE ... CSI 16-15 1835 0.60 15-14 1833 0.47 14-13 1473 0.40 13-12 2240 0.63 12-11 2800 0.69 11-10 3336 0.85 10- 9 3315 1.00 TI: A7 QTY:1 ==--joint Locations=====___===_=== 1) 0 0- 0 7) 29- 3- 5 13) 17-10- 6 2) 6- 9- 4 8) 35-10- 0 14) 13- 0- 0 3) 13- 0- 0 9) 35-10- 0 15) 6- 9- 4 4) 17-10- 6 10) 29- 2- 9 16) 0- 0- 0 5) 20-11-12 11) 22-10- 8 6) 23- 0- 0 12) 20-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1236 36 -878 BOT PIN 35- 8-12 1174 0 -850 BOT H-ROLL 13-0-0 10-0-0 Ilk 12-10-0 1 2 4 51 8 66.00 5X8 3X6 2X4 5X6 4-5-2 12.00 I 3.00 3X8" 6-10-3 0-5-3 Tr� 1 Pq 17-10-6 3-1-6 -10-1 12-5-8 16 15 14 13 i!lz 11 10 119, 1236# 8.00" 1-0-0 L 1175# 2.50" C A ES (4) 2X4 35-10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaCOnda SyStemSA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A7 CONTRACTOR. BRACING WARNING: Dsgur: TLY Chic: Date: 8-19-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbc 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing is ntA 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 is for lateral TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 O.C.Spacing: 24,Orr p aeg" (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifiedlocations determined by the building designer. Additional bracing of the overall structure may be required. HIS-91 of TPn !See . BC Dead ps[ 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719i. Code Desc: FLA 1005 VANNESSA DN,OVIEDOXI-3276e TOTAL 33.0 Dsf vrn i A n,)-'InA 1 7_ 1 ��••a••• ..,w•u n,a,ey,•, IUD ruin: (.:ucn-t.UAuverJu/3MFIII(,!/A4 HCS. 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of tautly 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 miate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance wilt ANS/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown mustbe checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow beads. project specifications or special applied loads. Unless shown.. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specSied. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling. they should be braced at a maximum spacing of 10`0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel m"Ung ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibWty for such veri- fication. Any dlsempancles arc to be put in wring before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grail. Members shag be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nail fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long Slats (holesl run parallel to the plate length specified. Double cuts on web members shall meetat the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional Infor utton on (wanly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and crectbn recormmendadons are to be followed in accordance with -Handling Installing & Bracing. HIB-91. Trusses -to be handled with particular care during banding and bundling, delivery and tnstallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttbnand for resisting latent forces shad be designed and installed by others. Careful hand- Ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and daminoing. The supervsion of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought U needed.. Concentration of construction loads greater than the design bads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 D 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 840# Support 2 956# MAX LIVE LOAD DEFLECTION: L/999 L=-0.39" D=-0.41" T=-0.80" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.55" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.27" RMB = 1.15 7-3-2 0-4-7 T7� I 0-7 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of !multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125ntph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 50.0 ft W= 36.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3599 0.72 13-12 3242 0.96 2- 3 -3175 0.82 12-11 3273 0.79 3- 4 -2813 0.57 11-10 2969 0.88 4- 5 -2815 0.57 10- 9 3284 0.79 5- 6 -3178 0.81 9- 8 3255 0.95 6- 7 -3612 0.72 TI: B ATY:1 ___== _= _ ==J>= oint Locations===__==____=== 1) =0- 0-=0 6) 29- 2-13 11) 13- 1- 0 2) 6- 8- 3 7) 35-11- 8 12) 6- 8-15 3) 12-11- 8 8) 35-11- 8 13) 0- 0- 0 4) 17-11- 8 9) 29- 2- 1 5) 22-11- 8 10) 22-10- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1186 78 -840 BOT PIN 35- 7- 8 1233 0 -956 BOT H-ROLL 12-11-8 11 10-0-0 11 13-0-0 1 2 4 6 7 6 00 6.00 5X6 3X4 5X6 3X8 9A0 154-8 s 3.00 1 3.00 6-10-3 0-4-3 12-5-8 9-9-0 12-5-8 1 12 11 1 9 8 1186# 7.50" 1234# 8.00" 35-11-8 1-0-0 COSMETIC ATES (16) 2X4 j"(RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TPI 1-1995 scale = 0.1813 �M_aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR-0VIEDOXI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduee buckling length. Prcwtsions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be requited. (See HIS-91 of i-M). (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: GT2A4 Dwg: Truss ID: B Dsgnr: TLY Cbk: Date: 8-19-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TIC 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 V:07.18.02- 20A 18- 3 HCS: 06.01.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B1 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =...._=._=====Joint Locations======_===___== This design is for an individual building BOT CHORDS: 2x4 SP #2 D coutposite result of multiple loads. 1) 0- 0- 0 6) 30- 3- 5 11) 18- 0- 0 component and has been based on information 2x4 SP #2 2 All COMPRESSION Chords are assumed to be 2) 5- 8-11 7) 36- 0- 0 12) 11- 1- 8 provided bythe client. The desip:erdisclaim WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. 3) 11- 0- 0 8) 36- 0- 0 13) 5- 9- 7 any ultyoriresponsibility rectIn rmagaasaresultof faulty or incorrect Information. speeNcatbns 2x4 SP #2 4,6 WndLod r ASCE 7-98, C&C, V= 125 h, L� � 4) 18- 0- 0 9) 30- 2- 9 14) 0- 0- 0 and/or designs furnished tothe truss designer WEDGES: 2x4 SP #2 H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 5) 25- 0- 0 10) 24-10- 8 by the client and the correctness or accuracy Bld Type= Encl L= 50.0 ft W= 36.0 ft Truss ----MAX. REACTIONS PER BEARING.• LOCATION----- ofthis information as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf X-Loe Vert Horiz Uplift Y-Loc Type edit pmjed and accepts no responsibility or Support 1 915# Ilg l Impact Resistant Cover' and/or Glazing Req 0- 4- 0 1233 115 -915 BOT PIN exercises no control with regardto fabnca- tin, handling. shipment and installation of Support ort 2 964# 35- 8- 0 1233 0 -964 HOT H-ROLL trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: .. ..TC...PORCS...CSI BC. Individual budding component in accordance with L/975 at JOINT # 4 1- 2 -3563 0.66 14-13 3203 0.93 ANSI/TPI1.1995 and NDS-97 to be incorporated L=-0.43" D=-0.44" T=-0.87" 2- 3 -3372 0.68 13-12 3242 0.81 as pan of the building design by a Budding MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -3571 0.68 12-11 3002 0.66 Designer (registered anchtteaorprofessional englneerl. When reviewed for approval by the T. 0.53" 4- 5 -3571 0.68 11-10 3002 0.66 building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -3372 0.69 10- 9 3242 0.81 most be checked to be sure that the data shown T- 0.26" 6- 7 -3563 0.69 9- 8 3203 0.93 are In agreanent with the local building codes, local climatic records for wind or snow bads, RMB = 1. 15 project specifications or specialapplied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing urdess otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied. rigd ceding. they should be braced at a maximum spacing of IO'-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 shad review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- ficatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shad be cut for tight fitting wood to wood bearing. Can- nector plates shall be located on both faces of the truss with nalls fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8' long. Skits (holes) run parallel to the plate length specified.. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the tomes shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bating and erection recommendations are to be followed In accordance with -Handling Installing & Brachng'. HIB-91. Trusses arc to be handled with particular care dud" banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm_ Kim and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling anddomi ping. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Profs slonal advice shad be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shad be applied to trussesd until after afastening and bracing is completed. T 6-3-2 0-4-3 TT� I 11-0-0 14-0-0 I1-" 1 2 4 6 5X6 2X4 5X6 'aAV 3X8 r 15-5-0 3.00 l L 3 00 0-8 LO-5-8 13-9-0 has-8 11 13 1 11 I o 9 g 1234# 8.00" 1234H 8.00" Cd9�1-0-0 36 0-0 1 0-0 A (16) 2X4 (� RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1763 WARNING: READ ALL NOTES ON THIS SHEET. Marondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 Bracing shown on this dmwfng a not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building deslgn andwhich must be considered by the building de lgn er. Bracing (407) 321-0064 Fax (407) 321-3913 shown is far late-[ support of truss members only to reduce buckling length. Provision. must be TOMAS PONCE P.E. trade to anchor Lateral bracing at ends and specified locations determined by the budding desipter. Additional bracing of the overall structure may be required. (See 1­1I13-91 of I'll). LICENSE #0050068 (Truss Plate institute. TPI. Is located at 583 D'Gnofrto Drive. Madison. Wisconsin 53719). Eng. Job: WO: GT2A4 Dwg: Truss ID: B i Dsgnr: TLY Chk: Date: 8-19-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:07.18.02- 20419- 3 uargn: mmrcr nnarysls JUH PA/H: (;:l1kk-WKVOBSl125MPHlG72A4 HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B2 9TYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_===_ =Joint Locations=========_=___ _ ====0- This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0 0 6) 27- 0- 0 11) 21- 00 component and has been based aninfonnatlon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 8-11 7) 31- 3- 5 12) 15- 0- 0 provided by the dlfordamgdesigner any responsibility for damages as a result of asarsult of 2x4 SP #2 3,5,7 continuous) braced unless noted otherwise. Y 3) 9- 0- 0 8) 36- 0- 0 13) 9- 1- 8 faulty or incorrect information. specifications WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 9) 36- 0- 0 14) 0- 0- 0 and/or designs fumished to the truss designer H= 15.0 ft, I= 1.00, Eip.Cat. B, Rzt= 1.0 5) 21- 0- 0 10) 26-10- 8 by the ckntand the conectnessoraccunry PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Enel L- 50.0 ft W= 36.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis tnformatton as it may relate to a spe- Support 1 918# in INT zone, TCDL= 4.2 psf, , BCDL= 6.0 P psf Vert X0- Ho107 Uplift Type c9k project. and accepts no responsibility, or exeretses no control with regard to fabrics- Support 2 964# Fact Resistant Covering and/or Glazing Req 4 0- 4- 0 1233 BOT 107 -918 HOT PIN lion. handling, shipment and Installation of MAX LIVE LOAD DEFLECTION: 35- 8- 0 1233 0 -964 BOT H-ROLL trusses. This truss has been designed as an L/834 at JOINT # 4 ..TC ... FORCE... CSI ..BC ... FORCE ... CSI individual building component in accordance with L--0.50" D--0.51" T=-1.01" 1- 2 -3545 0.79 14-13 3192 0.89 ANSI/TPI l-[995and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3510 0.71 13-12 3143 0.69 as part of the building design by a Building ct or professional Designer (registered architreviewed T= 0. 56" engirreerl. When n-viewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -4140 0.61 11-10 3142 0.70 buddUW designer. the design loading shown T= 0.28" 5- 6 -4139 0.73 10- 9 3193 0.89 must be checked to be sure that the data shown 6- 7 -3509 0.73 are In agreement with the local building codes. RMB = 1.15 7- 8 -3546 0.82 local climatic records for wind or snow bads. projectspecifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid cetllug, they should be braced at a maximum spacing of 101-0" o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In 0"dormanoe with the fabricators plans and to realize a continuing responsibility for such wn- ffratlon. Any discrepancies are to be put 1n writing before cutting or fabrication. Plates shall not be Installed over Imothoks. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully Embeddedand shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holesl run parallel to the plate length specified.. Double cuts on web members shag meet at the centrofd of the webs unless otherwise shown. Connector plate sizes are mtmmum sius based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES AS bracing and erection recommendations are to be followed in accordance with "handling installing & Bracing'. HIS-9 L. Trusses are to be handled with particular care during banding and bundling.. delivery and Installation to avoid damage. Temporary and permanent bracing for holdtng trusses In a straight and plumb pos- Won andfor resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essemW anderection bracing is always required. Normal precautionary actionfor trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervlsbn of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed.. T 9-0-0 18-0-0 9-0-0 1 2 q 5 7 0 5-3-2 0-4-3 5X6 3X4 6X8 5X6 9AU 3X8 {�+ 15-5-0 # 3.00 113.00 0-8 T 4-10-3 0-4-3 8-5-8 11 17-9-0 8-5-8 I 1 13 12 11 1 9 1234# 8.00" 1234# 8.00" 1-0-0 L 36-0-0 1 1_U 0_ Cd. AES (16) 2X4 (i R041-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA D20VIEDO.FL32768 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the buddmtg designer. Bracing shown is for lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may be required. (See H1B-91 of TPI}. (Doss Plate Institute- TPI. is located at 583 D'Onufrto Drive. Madison. Wisconsin 537191, Eng. Jab: W , Dwg: Truss ID: B2 Dsgnr: TLY Chk: Date: 8-19-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:07.18.02- 20420- 3 .,ems m_,u ^ y'. .fvu rnlr: C:Iltt-LUKUUHS1125MPH1G77A4 11CS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this nfamutUon as it may relate to a spe- clfk protect and accepts no responsibility or exercises no control with regard to fabrfca- tkun, handing. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engin-rl. when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data sh- am inagreement with the local building codes, local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has notbeen designed for storage or occupancy loads. The design assumes compression chords (top or bottom( are contnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced latently by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gafvantzed steel meeting ASTM A 653. Grade 40. unless otherwise shown, FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility, for such verl- fimtlon. Any discrepancies are to be putin writing before cutting or fabrication.. Plates shag not be instalkd wet knotholes. knots or distorted gatn. Members shall be cut for tk#lt fitting wood to wood. bearing. Con- nector plates shall be Located on both faces of the truss withnails fully imbeddedand shall be sym. aboutthe joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6- wide x 8- long. Slots [holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum slurs based on the forces shown and may need to be increased for certain hand- Ing and/or erection stresses. This trus is not to be fabricated with fire retardant treated lumber rimless otherwise shown.. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIS-9 1. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight andplumb pos- ition and for twisting 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 liutallatfon between trusses to avoid toppling and domnoing. The superviskm of erection of trusses shall be under the control of persons experlenced in the Installation of trusses. Professional advice shall be sought if needed. Concenlation of construction bads greater than the design loads shall not be applied to trusses at any time. No leads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 2,3 WEBS: 2x4 SP #3 2x4 SP #2 4,6,8,10 2-PLY TRDSSI 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 1015# Support 2 1015# MAX LIVE LOAD DEFLECTION: L/846 at JOINT # 6 L=-0.49" D=-0.51" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB = 1.00 T 4-3-2 04-3 1 4 - MULTIPLE LOADS -- This design is the ccffiiposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only End verticals that are extended above/below WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, ICzt= 1.0 Bld Type= Encl L= 50.0 ft We 36.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -4717 0.22 18-17 4164 0.43 2- 3 -4920 0.25 17-16 4175 0.43 3- 4 -6526 0.22 16-15 4427 0.43 4- 5 -13489 0.35 15-14 8939 0.84 5- 6 -13189 0.55 14-13 13485 0.89 6- 7 -13189 0.42 13-12 8724 0.61 7- 8 -9074 0.47 12-11 7096 0.87 8- 9 -7656 0.42 11-10 6861 0.86 2-PLYS REQUIRED B3 ATY:2 ===Joint Location --- s========---- 1) Oa 0- 0 7) 29- 0- 0 13) 21- 8- 0 2) 3-11- 4 8) 31-11- 3 14) 14- 7- 0 3) 7- 0- 0 9) 36- 0- 0 15) 12-11- 4 4) 12-11- 4 10) 36- 0- 0 16) 7- 0- 0 5) 14- 7- 0 11) 31-11- 3 17) 3-11- 4 6) 21- 9- 8 12) 28- 9- 0 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 29- 0- 0 TC Vert L+D -46 29- 0- 0 -46 37- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 29- 0- 0 BC Vert L+D -20 29- 0- 0 -20 36- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2520 0 -1015 BOT PIN 35- 8- 0 2516 0 -1015 BOT H-ROLL 74)-0 22-0-0 11 7-0-0 1 2 4 s 6 8 Q -6 1OX1.0 6X8 6X8 10X10 >Inxtn 3-1-12 vAu r � 12.00 II 3.00 T 0-4-3 3-10-3 -L 1 0 8-0 12-11-4 -7-1 14-2-0 6-7-0 18 17 16 15 14 13 1 10 2520# 8.00" 2516# 8.00"11 1-0-0L 36-0-0 1-0-0 CC@ PI *A ES (4) 2X4 430N 430l1 r(RO-11-11) EXCEPT AS SHOWN PLATES ARE 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection b-Ing, wind bracing. Portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Braa-krg shown Is for lateral support of truss members only to reduce buckling kngh. Provisions roust be made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 4 1111), fttuss Plate Institute, TPI. is located at 583 U'Onofrio Drtve. Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: B3 Date: 8-19-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ..... �...,.,,., wnua/mmr[.umrrnlri c4v HCS: 06.02.02 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C QTY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Information providedby the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client andthe correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and trnstaliation of trusses. This tutus has been designed as an individual buikiing component in accordance with ANSI/7Pt I-19%arid NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown ate In agreement with the local building cafes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of la-O' o.c. Connector plates shallbe manufactured from 20 gauge ha dipped gahr nleed steel meeting ASi'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installedover knotholes, knots or distorted grain. Members shall be cut for tight fitting woodto wood bearing. Con. nector plates shall be located on both faces of the taus with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4" long A 6x8 plate is 6" wide x 8' king. Slots (holes) run parallel to the plate Length specified. Double cuts on web members shall meetat the centroki of the webs unless otherwise shown. Connector plate sizes are minimum sins 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 er lumbless otherwise shown. For additional Information. on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Brachrg'. HIS-9 1. Trusses are to be handled with particular rare during banding and bundhM delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and. dommomg. The supervision of erection of trusses shall be under the control of persons experienced hr the Installation 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 toads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,8,12 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 805# Support 2 639# MAX LIVE LOAD DEFLECTION: L/999 L--0.26" D=-0.27" T=-0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB - 1.15 6-3-2 0-4-3 T_ 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I. 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 50.0 ft W= 35.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ,.TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -2133 0.45 16-15 1849 0.63 2- 3 -1831 0.40 15-14 1847 0.45 3- 4 -1815 0.35 14-13 1587 0.41 4- 5 -3574 0.47 13-12 2547 0.76 5- 6 -3588 0.59 12-11 3103 0.81 6- 7 -3042 0.49 11-10 1363 0.46 7- 8 -1248 0.32 10- 9 17 0.18 === === ----joint Locations=====__=____=== 1) 0-0- 0 7) 30- 4- 4 13) 15- 4-10 2) 5- 9- 4 8) 35-10- 0 14) 11- 0- 0 3) 11- 0- 0 9) 35-10- 0 15) 5- 9- 4 4) 15- 4-10 10) 30- 4- 4 16) 0- 0- 0 5) 18- 0- 0 11) 24-10- 8 6) 24-10- 8 12) 18- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1234 214 -805 BOT PIN 35- 8-12 1175 0 -639 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 214# 11-0-0 24-10-0 1 2 4 5 6 7 8 Q 5X8 4X6 2X4 6X8 3X6 3X6 3X4 5-10-3 SX14 6X8 3X6 3X6 2X4 3X4 5X8 2-7-6 2 I.- 6-10-14 X4 12.00 II 3.00 154-10 2-7-6 L, 6-10-8 10-5-8 16 15 14 13 11 10 9 1235X 8.00" 1-0-0 35-10-0 117611 2.50" Cd>ftA tM)(8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A Marunda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 8-19-02 TC Live 16.0 psf DurFae - Lbc 1.25 4005 MARON DA WAY SANFORD, FL. 32771 321-0064 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing is for lateral TC Dead BC Live 7.0 psf DurFae - Plt: 1.25 C O.C. Spacing: 24.0" f l9• (407) Fax (407) 321-3913 shown support of truss mernbers only in reduce buckling length. Provisions must be 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends. and. specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (Sce HIB-9l wf TPn. BC Dead 10.0 psf I Design Criteria: TPf LICENSE #0050068 (7iiuss Plate institute. TP1, is bated at 583 D'Onofrio Drim Madison. Wisconsin 53719), Cade Desc: FLA 1005 VANNESSA DR OVIEDOYI-32766 TOTAL 33.0 psf V: 7.18.02- 20423- 4 uesign: mom Andtysis JVH fA1H: CJ1EE-WKU0BS1115MPHIG'/744 HCS: 06.01.01 I I f JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C2 QTY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client The designer dbclaims any responsibility for damages - a result of faulty or incorrect information. specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- dtic project and accepts no responsibWty or exercises no control with regard to fabrica- tion.. handling, shipment and Installation of trusses. This truss has been designed w an individual building component In accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design badir igs shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for windor snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 19-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized 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 conforruariee with the fabricator's plans and to realize a continuing responsibility for such vert- fi action. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for tigpt fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shalt be sym_ about the joint unless otherwise shown. A 5x4 plate Is 5' wile x 4- long. A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double corn on web members shallmeet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sins 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 irrfonnstbn on Quality Control refer to ANSI/TPI 14995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pao- Itbn 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 requites such temporary bracing during installation between trusses to avoid toppling and do ilnotag. The supervision of erection of trusses shall be under the control of persons experienced in the installation of utsses. 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 I the erectors shall be applied to tresses until after all fastening and bracing [a completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 814# Support 2 627# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.34" T=-0.66" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB = 1.15 T 5-3-2 0-4-3 �T 1 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace umst extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V. 125ug1h, H= 15.0 ft, Is: 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Eacl L- 50.0 ft W= 35.8 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 -2177 0.35 2- 3 -1990 0.33 3- 4 -2282 0.41 4- 5 -4448 0.58 5- 6 -4074 0.48 6- 7 -4074 0.47 7- 8 -3354 0.45 8- 9 0 0.19 ..BC ... FORCE ... CSI 16-15 1906 0.33 15-14 1739 0.32 14-13 3153 0.72 13-12 4434 0.76 12-11 3434 0.63 11-10 1321 0.39 __------ ===Joint Locations========____=== 1) 0- 0- 0 7) 26-10- 8 13) 17- 6- 0 2) 4-11- 4 8) 31- 4- 4 14) 15- 4-10 3) 9- 0- 0 9) 35-10- 0 15) 9- 0- 0 4) 15- 4-10 10) 35-10- 0 16) 0- 0- 0 5) 17- 6- 0 11) 26-10- 8 6) 22- 2- 4 12) 22- 2- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1235 200 -814 BoT PIN 35- 8-12 1176 0 -627 BOT H-ROLL 9-0-0 26-10-0 1 2 4 5 6 7 8 5X8 5X6 3X4 6X8 3X4 3X8 2X4 2X4 k8X104-10-3 4X6 8X10 4X6 4X6 6x12 2-1-6 W 6-10.14 4X6 12.00 l 3.00 06-0 15-4-10 2-1-6 9*8 8-5-8 16 12351# 8.00" IS 14 13 12 11 p 1-0-0 35-10-0 1177# 2.50" CdA ES (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: . MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss iD: C2 CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 8-19-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 (407) 321-0064 Fax 321-3913 Bracing shown on this drawing is not erectionbracing wind bracing. portal btacing or similar bracing which is a part of the building design and which roust be considered by the building designer. Bracing shown le for lateral truss TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 aClrl O,C, S 24.0n Spacing: (407) TOMAS PONCE P.E. support of ce members only to redubuckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additina ol bracing of the overallru stcture maybe requlmd. (See lilB-9l of TPB. BC Dead psf 10.0 psf Design Criteria: TPI LICENSE #0050068 (l'russ Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA MOVIEDO.lL32766 I TOTAL _ 33.0 psf V:07-18-02- 20d2d- d ­5". "rwrr. nraayar,r JUn rAtfr: (.:utt-LUKLlUBSllL5MPHiG77,44 HCS: 06.02.02 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C3 QTY:2 DESIGN INFORMATION This design Is for an Individual building component and has been based on information. provided by the client. The designer disclaims any responsibility far damages as a result of faulty or Mco mct Information, specdkatbns 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- cifk project and accepts no responsibility or exercises no contnA with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NOS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the designloading shown must be checked to be sure that the data shown are In agreement with the local budding codes. Weal climatic retards for wind or snow bads. project specifications or special applied loads. Unless shown, truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottorn) are conunu- ously, braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cerinrg, they should be braced at a maximum spacing of 10*,T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to meallm a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain, Members shall be cut for tight fitting woodto wood bearing, Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4` long. A 6X8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown.. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconmtendatbns are to to followed in accordance with 'Handling installing & Bracing". HIB-91. Trusses are to be handled with particular rare during banding and bundling. delivery and Installation to avow damage. Temporary and permanent bracing for holding tosses In a straight and plumb pos- Itdon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Ls essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wcighl a the erectors shall be applied to I_ until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3,4 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,10 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1016# Support 2 1013# MAX LIVE LOAD DEFLECTION: L/847 at JOINT #10 L=-0.50" D--0.52" T=-1.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.35" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.17" RMB - 1.00 T 4-3-2 04-3 �T7 I MULTIPLE LOADS -- This design is the ceagosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced finless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only End verticals that are extended above/below 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= 50.0 ft W= 35.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4812 0.33 14-13 4241 0.39 2- 3 -6311 0.23 13-12 4268 0.36 3- 4 -6795 0.25 12-11 6395 0.53 4- 5 -12748 0.37 11-10 9275 0.90 5- 6 -8659 0.64 10- 9 12682 0.94 6- 7 -8572 0.39 9- 8 -68 0.46 __ __ = = _ == =Joint Locations- =______ __ =� 1)0- 0- =0 6) 28- 9- 0 11) 19- 4- 0 2) 7- 0- 0 7) 35-10- 0 12) 12-10- 2 3) 12-10- 2 8) 35-10- 0 13) 7- 0- 0 4) 19- 4- 0 9) 28- 9- 0 14) 0- 0- 0 5) 20-11-12 10) 20-11-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 35-10- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 35-10- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2485 0 -1016 BOT PIN 35- 8-12 2594 0 -1013 BOT H-ROLL 2-PLYS REQUIRED 7-0-0 28-10-0 1 3 4 5 6 6 0000 6X12 8X10 SX8 4X6 8X10 6X8 I 3-10-3 10X1 SXII 4X6 3X4 8X14 6X12 2-11-4 1-7-12 3X4 � � a 12.00 jI 3.00 P9 194-0 -7-1 7-94 6-7-0 14 13 12 11 g 2486# 8.00" 2595J1 2.50" 1-0-0 35-10-0 CCf�[E'1/ PLA S (4) 2X4 430!! EXCEPT AS SHOWN PLATES ARE TL2 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C3 CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 8-19-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, Ft.. 32771 321-0064 Fax Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer' Bracing shown is for lateral TC Dead BC Live 7.0 psf 0.0 DurFae - PIt: 1.25 O.C. S 24.0n Spacing: P (407) (407) 321-3913 support of truss members only to redbuckling length. Provisions must be uce p g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be. required. (See HIS-91 of TPn. BC Dead 10.0 f '.Design Criteria: TPI LICENSE #0050068 (russ Plate Institute. TPI, Is located at 583 D'Onofrio Drwe. co Madison, Wisconsin 53719) Code Desc: FLA 1005 VANNESSA. t> OVIEm.Fl-,z7� TOTAL 33.0 psf V'0 _t 18.02- 20426- 4 uesrgn.- mmru nrrarysrs JUH PAI H: L:I1tl:-LUKVUHS1125MPH1G77A4 HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages - a result of faulty or incorrect information- spectftcatfons 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 cilk project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling- shipment andinsta(htion of trusses. This truss has been designed as an Individual building component in accordance wilt ANSI/TPI I-19% and NDS-97 to be incorporated as part or the building design by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checkedto be sure that the data shown are in agreement with the Local building codes, local climaBc records for wind or snow loads, projectspecifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxlmtun spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge ha dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabrkatoes playas and to realf- a continuing responsibility for such vert- fr ation. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both (aces of the trots with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5• wide x 4- Tong A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified.. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown.. Connector plate sites are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing". HiB-91. Trusses are to be handled with particular are during banding andbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itbn and for resisting lateral forces shalt be designed and Installed by others. Careful hand- ling is essential and erectionbracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at Loads any time. No other than the weight of the erectors shall be applied to trusses until after all fastening and bracing ,a completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 2x4 SP #2 D 1 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125a1ph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 64.0 ft W. 26.0 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=-0.20" D=-0.21" T=-0.41" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 6-10-3 0-4-3 WO: GT2A4 WE: (]: Plate(s) OFFSET from joint center. The Joint Detail Report - t be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 4 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 3166# Support 2 3164# ..TC... FORCE ... CSI 1- 2 -14286 0.60 2- 3 -14336 0.84 3- 4 -9984 0.44 4- 5 -9987 0.64 5- 6 -14293 0.81 6- 7 -14485 0.85 2-PLYS REQUIRED ..BC ... FORCE ... CSI 12-11 12671 0.58 11-10 12476 0.96 10- 9 12423 0.96 9- 8 12969 0.96 TI: D QTY:2 __ = =-Joint Locations_____ 1)0 0- 0 5) 18-11- 4 9) 18-11- 4 2) 3- 6- 0 6) 22- 6- 0 10) 13- 0- 0 3) 7- 1- 8 7) 26- 0- 0 11) 7- 1- 8 4) 13- 0- 0 8) 26- 0- 0 12) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 26- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 1- 8 BC Vert L+D -610 7- 1- 8 -610 26- 0- 0 Concentrated LBS Location BC Vert L+D -2595 7- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 6782 -4 -3166 BOT PIN 25- 8- 0 8664 0 -3164 BOT H-ROLL 13-0-0 13-0-0 1 2 3 5 6 66.00 sxu 3X8 6X8 [8X10I 6-10-3 0-4-3 3X8 3X8 26-0-0 12 8 6783# 8.00" A10 9 8664# 8.00" 26-0-0 2595# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TPl 1-1995 scale = 0.2577 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Dft.OVIE00,F1.32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bing 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 Tin). frmss Plate Institute. TPI, is located at 583 D'Onofrio Drive- Madison. Wisconsin 5371% Eng. Job: WO: GT2A4 Dwg: Truss ID: D Dsgnr: TLY Chk: Date: 8-19-02 TC Live 16.0 psf DUrFac - Lbr 1.25 TC Dead 7.0 psf Durfac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:07.18.02- 20428- 4 ucugn. martr .vtorysls JUB YA1H: C:I1E8-LOKU0951125MP1fKG72A4 HCS: 06.0202 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D1 QTY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 ❑ : Plate(s) OFFSET from joint center. The == ___==== z;Joint Locations======_====_=== This design is for an individual building BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1)= 0- 0- 0 5) 26- 0- 0 9) 6- 8-11 component and has been based on Information provided by the client. The designer disclalms WEBS: 2x4 SP #3 with an submittal, inspection, and/or 2) 6- 8-11 6) 26- 0- 0 10) 0- 0- 0 any responsibility for damages as a result of faulty or incorrect ire(otmatton.,pecinatwns WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be fabrication documentation. MULTIPLE LOADS -- This design is the 3) 13 - 0 - 0 7) 19 - 3- 5 4) 19- 3- 5 8) 13- 0- 0 and/or designs furnished tothetrus.designer continuously braced unless noted otherwise. composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy of this information as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1. 00, Exp.Cat. B, Xzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- cllk project and accepts no resportsibWty, or exercises no control with regard to fabria- Support 1 614# Bld Type= Enel L= 64.0 ft W= 26.0 ft Truss 0 904 92 -614 BOT PIN 25- 8- 0 904 0 -692 BOT H-ROLL Oon. handling. shipment and Installation of 2 692# Supportpsf, in INT zone, TCDL= 4.2 BCDL= 6.0 psf trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req individual building component in accordance with L/999 ANSI/TPII-1995arid NDS-97 to be incorporated L=-0.19" D=-0.20" T=-0.39" ..TC... FORCE ... CSI ..BC FORCE CSI as part of the building design by a Building Designer [registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: ... ... 1- 2 -2433 0.43 10- 9 2190 0.63 engineer). When reviewed for approval by the T= 0.28" 2- 3 -1817 0.46 9- 8 2199 0.56 building designer. the design kadingsshown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1817 0.46 8- 7 2199 0.56 must be checked to be sure that the data shown T= 0.14" 4- 5 -2433 0.44 7- 6 2190 0.63 are in agreement with the local building codes. local climatic records for wind or snow loads. RMB = 1.15 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 sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied. rtgld ceiling. they should be braced at a. 13-0-0 _tmum spacing of 10'-W o.c. Connector 1 1 13-0-0 plates shall be manufactured from 20 gauge hot 1 2 dipped galvanized steel meeting AS1M A 653. 4 5 Grade 40. unless otherwise shown. 600 �00 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbtltty for such ven- ficaUon. Any discrepancies arc to be put in writing before cutting or fabrication. Plata shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be bated on both faces of the truss with naps fully imbedded and shall be Mr. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes an minimum size` based on the forces shown and may need to be increased for certain hand- ling and/or erect"' stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed In accordance with. "Handling Installing & Bracing. H18-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- bng As essential and erection bracing Is always requited. Normal preautbnary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and docninotng. 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 lads grater than the design lads shall not be applied to trusses at any time. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 7-3-2 0-4-3 T7� I 4X6 13-5-0 3 R J3.00 6-10-3 0-4-3 Tr� I (f-8 i 12-4-0 124-0 10 9 904H 5.00" 7 6 1-0-0 26-0 0 904# 8.00" 1 0 0 Cd%A S (16) 2X4 r(RO11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2393 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. lob: WO: GT2A4 (!M!aronda SySteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 8-19-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL.. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design andwhich must be consklered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shaven is for lateral support of truss members only to reduce buckling length. ProvLsions must be BC Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional being of the overall structure may be required. (-See MB-91 of TPq. BC Dead 10.0 i f Design Criteria: TPI LICENSE #0050068 (truss Plate Institute. TP1. is located at 583 6011ofrio Drive. Madison. WLuxrnsin 53719). Code Desc: FLA 1005 VANNESSA DR OVIEDO.FT.32766 TOTAL 33.0 psf V:07 18 02- 2042 - 4 - ..... ...,,,. c,.r,-c-r.vnuvoau�mrnivizA4 HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D2 ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LAADS -- This design is the = _==== a:=Joint Locations======__===_=== Thsdesign sfor anIndividual bufkling component and has been based an Information BOT CHORDS: 2x4 SP #2 jQ$BS; 2x4 SP #2 composite result of multiple loads. 170- 0- 0 5) 26- 0- 0 9) 6- 4-12 providedclient. disclaims 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 6) 26- 0- 0 10) 0- 0- 0 any for �asar 1,5 WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 19- 7- 4 y or Incur tautly or Incorrect Information. specifcetions WndLod per ASCE 7-98, C&C, V= 125)lph, 4) 19- 7- 4 8) 13- 0- 0 and/or designs furnished to the truss designer bytheclientandthecorrectnessoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 64.0 ft W= 26.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION--_-_ of this Information as Itmay relate to a spe- cdf(c project and accepts no responsibility or Sport 1 619# in INT zone, TCDL- 4 . 2 sf, , BCDL= 6. 0 P psf X-Loc Vert 0- 4- 0 904 Horiz Uplift Y-Loc Type 67 -619 BOT PIN exemises no control with regard to fabrica- Support ppp 2 654# Impact Resistant Covering and/or Glazing Req 25- 8- 0 903 0 -654 BOT H-ROLL lion, handling, shipment and installation of MAXLIVE LOAD DEFLECTION: trusses. This truss has been designed as an L/999 .. TC... FORCE... CSI ..BC ... FORCE... CSI individual building component in accordance with L.-0.05" D=-0.05" T=-0.11" 1- 2 -1438 0.41 10- 9 1241 0.31 ANSI/TPI1-19%and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -1009 0.38 9- 8 1238 0.39 as part of the building design by a Building Designer (registered or professional T- 0. 05" _ 0.39 engineerj. When reviewed for approval by the iiewedfo MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -1438 0.41 7- 6 1241 0.31 building designer, the design loadings shown T- 0. 02 " must be checked to be sure that the data shown are in agreement with the kcal building toles. RMB - 1.15 local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced bterally by a property applied rigid ceding, they should be braced at a 13�-0 maximum spacing of I(Y-0" o.c. Connector Plates stag be manufactured from 20 gauge hot 1 2 14-0 dipped galvanized steel meeting ASTM A 653. 4 5 Grade 40. unless otherwise shown. O -6.00 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vent. fkation. Any discrepancies are to be put In writing before cutting or fabrication. Piates shall not be installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully imbedded andshall be sym.. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate Is 6" wide x T long. Slots (holes) run para{lel to the plate length specified. Double cuts on web members shall meet at the centroid f the webs unless otherwise shown. Connector plate sins arc mintmum st-s 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 fabricatedwith fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling lnstal n & Bracing'. His-91. Trusses ate to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a stralglit and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - it" Is essentlal and erection bracing is always required. Norma precautionary action for trusses requires such temporary bracing during InstaUatkin between trusses to avoid toppling and dommang. The supervision of erection of trusses stall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be appliedto 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. 7-3-2 0-4-3 TY� I 4X6 JAo 3X6 -- 26-0-0 10 9 8 7 6 904# 8.00" if 1�-0-0M1 8 90.00 (RO-11-11) I le 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNEWA DH.OVIED0.1"L32766 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmf ar bracing which is a part of the building design and which must be.—Idered 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 atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required.. (See 1118-91 of TPI). (buss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 537141, Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 PSI` BC Dead 10.0 psf TOTAL 33.0 Dsf 6-10-3 0-4-3 1�(Rai 1-11) scale = 0.2393 Truss ID: D2 Date: 8-19-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.0102 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D3 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_=__ _=====Joint Locations=====_____ __=_ This designis for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0 0- 0 5) 19- 7- 4 9) 14-10- 4 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 6) 26- 0- 0 10) 11- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 4 continuously braced unless noted otherwise. 3) 11- 0- 0 7) 26- 0- 0 11) 6- 4-12 any yortnslbWtyfor damages nationasaresult of WEDGES: 2x4 SP #2 WndLod per AYSCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 19- 7- 4 12) 0- 0- 0 faulty or incorrect infotation. speciflcatbns and/or designs furnished to the trussdesiger H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING' LOCATION - - - - - bytheclfentandtheconectnessoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Eael Ls 64.0 ft W= 26.0 ft Truss X-LOG Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- Support 1 632# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 904 97 -632 BOT PIN ctiic project and accepts no responsibility or Support 2 683# t Resistant Covering and/or Glazing R 25- 8- 0 903 0 -683 HOT H-ROLL exercises no control with regard to fabnca- MAX LIVE LOAD DEFLECTION: It1¢7aC 9 3 tion. handling, shipment and Installation of trusses. This truss has been designed as an L/999 ..TC ... FORCE... CSI ..BC ... FORCE... CSI individual bulidtngcomponent inaccordance with L--0.05" D=-0.05" T=-0.10" 1- 2 -1423 0.35 12-11 1225 0.30 ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -1106 0.34 11-10 1222 0.28 as part of the building design by. Budding T= 0.04 " Designer (registered architect or profesabral 3- 4 -943 0.22 10- 9 941 0.23 engineer). When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -1103 0.34 9- 8 1222 0.28 building designer. the design loadings shown T= 0.02" 5- 6 -1423 0.36 8- 7 1225 0.30 must be checked to be sure that the datashown are in agreement with the local. building codes. RMB = 1.15 local climatic records for wind or snow loads. project speca[bns or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a. property applied rigid ceding, they should be bracedat a maximum spacing of la-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A.S1M A 653. 11-0-0 4-0-0 11-0-0 Grade 40. unless otherwise shown. 1 2 FABRICATION NOTES 5 6 Prior to fabrication, the fabricator shall review 6�.00 -6 this to to verify that this drawing is In conformance with the fabricators plans and to 4X8 4X6 reatim a continuing responsibility for such veri- f1cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 3X4 3X4 rector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about time joint unless otherwise shown. A 5x4 plate is 5" wide x 4` king. A 6x8 plate is 6% 6-3-2 5-10-3 wide x 8- long Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centroki of the webs 0-4-3 O�-3 unless otherwise shown. Connector plate sizes are minimum sins 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 3X6 2X4 6X8 3X8 2X4 3X6 lumber unless otherwise shown. For additional laforatlon on Quality Control refer to 3X6 3X6 ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage.. Temporary and permanentbracing. for holding trusses In a straight and plumb pos- Men and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the welptul of the emcW, shall be applied to trusses until after all fastening and bracing is completed. 26-0-0 12 11 10 9 g 904# 8.001' QAAAF 1�0-0� 8'�rr (RO-11-11) I iq 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, F-L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF.SSA DR.OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Btaciug shown o i this drawing is noterection bracing, wind bracing, portal bracing or similar bracing which in a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HI8-91 of'11'11. (rrrrss Plate Institute. TP1. is located at 583 D'Cm frio Drt-. Madison. Wisconsin 537191. (RO-11-11) scale = 0.2393 Eng. Job: WO: GT2A4 DWg: Truss ID: D3 Dsgnr: TLY Chk: Date: 8-19-02 TC Live 16.0 psf Durfae - 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:07.18.02- 20A31- d -1gn: mares nnarysrs JUL( PAIH: CA1LP-LOKV0BSII25MPHIG77A4 HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D4 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ---;-;-Joint Locations=====_=====7'==_ This desigrisfar anindividual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)==Oa 0- 0 5) 17- 0- 0 9) 17- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9-.4 6) 21- 2-12 10) 9- 0- 0 provided by the client The designer disclaims any responsibility for damages as a -.it of WEDGES: 2x4 SP #2 continuous) braced unless noted otherwise. Y 3) 9- 0- 0 7) 26- 0- 0 11) 0- 0- 0 faulty or incorrect Information. specifications WndLod per ASCE 7-98, C&C, V= 125mph, 4) 13- 0- 0 8) 26- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy Support 1 649# Bld Type= Enel L= 64.0 ft W= 26.0 ft Truss X-Loc Vert Horiz Uplift Y-Loe Type of this Information as It may miate to a spe- Support 2 689# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 4- 0 904 76 -649 BOT PIN cffk project and accepts no responsibility or exercises not control with regard to fabnm- MAX LIVE LOAD DEFLECTION: act Resistant Cover Imp ing and/or Glazing Req 25- 8- 0 903 0 -689 BOT H-ROLL lion, handling, shipment and installation of L/999 trusses. This truss has been designed as an L=- 0. 06" D=-0. 06" T=-0.11" .. TC... FORCE... CSI ..BC ... FORCE... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1433 0.27 11-10 1247 0.42 ANSIfM 1-1995 and NDS-97 to be incorporated T- 0. 05" 2- 3 -1249 0.30 10- 9 1162 0.40 as part of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1081 0.24 9- 8 1247 0.42 Designer (registered architect or professional T- 0. 02" 4- 5 -1081 0.24 engneeri. When reviewed for approval by the building designer, the design loadings shown Rl� = 1.15 5- 6 -1249 0.31 must be checked to be sure that the data shown 6- 7 -1433 0.30 are in agreement with the local building codes. local cifnraUc records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified.. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of Iry-tY o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanizedsteel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication.. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- Bcrtlon. Any discrepancies are to be put In. writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be kxated on both faces of the truss with nails fully Imbedded and shall be sym. about the Jotnt unless otherwise shown. A 5.4 plate Is 5' wide x 4' long. A 6ix8 plate is li wife x 8" long. Slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This trusa Is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional information on Quality Contmi refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed In accordance with -Handling Installing h Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. Ling is essential and erection bracing is always requited.. Normal precautionary action for trussm requim such temporary bracing during Installation between trusses to avoid toppling and domhwing, 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 destgn bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be appliedto trusses until after all fastening and bracing is completed. 5-3-2 0-4-3 T7� I Ilk 9-0-0 k 8-0-0 k 9-0-0 1 2 4 6 Q 4X6 3X4 4X6 Q 3X6 3X6 -_ n i` 26-0-0 Ilk 11 10 19 il 904k 8.00" 9041! 8.00nr 11-0-0 (RO-11-11) le 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050008 1005 VANNESSA 1311,0VIEDOYI-32766 11YAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TIC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf which Is a partof 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 BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the be BC Dead 10.0 f of overall structure may requited. (See HIS-9I of TPI). rr_11 Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191- ps TOTAL 33.0 psf 4-10-3 0-4-3 T�q 1 I (RO-11-11) scale = 0.2393 Truss ID: D4 Date: 8-19-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA UC &"' Mra,tr nnrrryrW JUn ruin: t:I1ft-LVKL10fM1LSMYHI(RL44 HCS: 06.0L02 I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D5 QTY:1 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness - accuracy of this fnfomation as it may relate to a spe- eNk project and accepts no responsibility or exerWes no control with regard to fabrfca- llon. handling, shipment and Installation of trusses. This truss has been designed as an. Individual budding component in accordance wilt ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sun that the data shown are in agreement with the local budding codes, local climatic records for wind or snow kinds. Project 5pec91c2tbr15 or special applied leads. unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling, they shouldbe braced at a maximum spacing of W-O" o.c. Connector Plates stagbe manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realtm a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. . Plates shag not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight filing wood to wood bearing. Con- nector plates shag be located on both faces of the trios with malls fully Imbedded and shall be sym.. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 8x8 plate is 8" wide x 6" long. Slots (holes) mart parallel to the plate length specified. Double cuts on web members shag meet at the cenlruld of the webs unless otherwise shown.. Connector plate sizes are minlnumsizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ttlon and for resisting lateral forces shall be designed and installed by others. Careful hand- @rg is essential and erection bracing is always required. Normal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtrrorng. The supervision of erection of trusses stag be under the control of persons experienced In the installation of trusses. Professional advice shag be sought If needed. Concentration of construction leads greater than the design loads shag not be applied to trusses at any time. No loads other than the welght of the erectors shag be appliedto trusses until after all fastening and bracing is completed.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4 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- 64.0 ft W= 26.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Iagact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION- T= 0.04" RMB = 1.00 T 4-3-2 0-4-3 TY� 1 MULTIPLE LOADS -- This design is the ceaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Hot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 731# Support 2 731# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3452 0.50 11-10 3025 0.71 2- 3 -3395 0.37 10- 9 3634 0.94 3- 4 -3066 0.84 9- 8 3025 0.71 4- 5 -3066 0.84 5- 6 -3395 0.37 6- 7 -3452 0.50 =_ - = =Joint Locations==========_=_== 1) 0- 0- 0 5) 19- 0- 0 9) 19- 0- 0 2) 3-11- 4 6) 22- 0-12 10) 7- 0- 0 3) 7- 0- 0 7) 26- 0- 0 11) 0- 0- 0 4) 13- 0- 0 8) 26- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 19- 0- 0 TC Vert L+D -46 19- 0- 0 -46 27- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19- 0- 0 BC Vert L+D -20 19- 0- 0 -20 26- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1799 0 -731 BOT PIN 25- 8- 0 1799 0 -731 BOT H-ROLL 7-0-0 12-0-0 7-0-0 1 2 4 6 Q 4X6 3X4 4X6 3-10-3 0-4-3 T7� 1 26-0-0 1800# 8.00" 10 9 1800#88.00" 1a 26-0-0 10-0 (RO-11-11) 430# 430N (RO-11-I1) EXCEPT AS SHOWN PLATES ARE TL20 GA STED PER ANSI/TPI 1-1995 scale = 0.2393 WARNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2Ad LMaronda S stem A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D5y CONTRACTOR. BRACING WARNING: Ds: TLY Chk: Date: 8-19-02 11 4005 MORON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the bugding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. 24 ON Spacing: (407) 321-0064 Fax (407) 321-3913 shown is for laterat support of truss members only to reduce buckling length. Provisions must be PSf TOMAS PONCE P.E. Addiettonal°bracing`of the overall structure naybbe`�� mod. (S determined by the building designer. y required. ISce HIH-9i of TPiI. BC Dead 1 0 f � Design Criteria: TPI LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D'OnoGio Drive, Madison, Wisconsin 537191. Code Desc: FLA 1005 VANNESSA DR.OVIEDO.M32766 TOTAL 33.0 Psf _ V:07.18.02- 20434- 4 uesign: Mmru Analyse JUH PAIN: (:A1EE-LUKUUBSl12iMPH16TLA4 HCS, 06.0202 JB: GEORGETOWN A WO: DESIGN INFORMATION This designis for an individual building component and has been based on Information provided by the client. The designer dlsciahns 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 infomation. as R may relate to a spe- tlfte project and accepts no resporuibdMy - cmrctses no control with regard to fabrica- tion.. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPi 1-190 and NDS-97 to he incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local budding codes, local clrnatic records for wind or snow loads. project spectOcations or special applied loads. Unless shown, truss has not beendesigned for storage m occupancy bads. The design assumes compression chords (top or bottatd are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of l0r-0' o.c. Connector plates stall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in. conformance with the fabricator's plans andto malls a continuing responsibility for such verl- ileatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Wtalbed over kndhoks, knots or distorted grain. Members shall be cut for tight IRting wood to wood bearing. Con- nector plates shad be located m both faces of the truss with testis fully trobedded and shag be sym. about the Join( unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web -be- shall meet at the centrold of the webs unless otherwise shown. Connector plate "ties are mininurn shes based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with (lee retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection remrnmendatbns are to be followed N accordance with -Handling installing & Bracing'. HIB-91. Trusses; are wt�o�� be handled with particular care during banding and bundling, delivery and Installationto avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Dion and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for truMes mules such temporary tracing daring Installation between trusses to avoidtoppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Prot Tonal advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any tbne. 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 FILLER BOT C71ORDS: 2x4 SP #2 WEB: 2X8 SP#2 WEBS: 2x4 SP #3 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 1 292# Support 2 491# Support 3 540# Support 4 253# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB = 1.15 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. beenapplied to the bottom chord per BOLA-96, 1606.2.3 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Eicp.Cat. B, Rzt= 1.0 Bld Type- Part L_ 64.0 ft W= 19.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI 1- 2 22 0.04 2- 3 66 0.35 3- 4 547 0.36 4- 5 547 0.35 5- 6 66 0.35 6- 7 22 0.03 ..BC ... FORCE ... CSI 16-15 22 0.04 15-14 138 0.07 14-13 -60 0.08 13-12 279 0.08 12-11 279 0.08 11-10 -37 0.08 10- 9 132 0.06 9- 8 22 0.03 TI: E QM ==== ==== ===== Joint Locations==__=_ 1) 0 0 7) 19- 3- 0 13) 6-=8==0= 2) 1- 0- 0 8) 19- 3- 0 14) 2-10- 8 3) 2-10- 8 9) 18- 3- 0 15) 1- 0- 0 4) 9- 7- 8 10) 16- 4- 8 16) 0- 0- 0 5) 16- 4- 8 11) 12- 7- 0 6) 18- 3- 0 12) 9- 7- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 8- 0 138 -12 -292 BOT PIN 6- 8- 0 544 0 -491 BOT H-ROLL 12- 7- 0 544 0 -540 BOT H-ROLL 18- 7- 0 138 0 -253 BOT H-ROLL 9-7-8 9-7-8 1 2 3 5 6 7 Q 0 5X8 11-J � - ei 12.00 16 115 �4 13 12 11 139# 16.00" 516.00" 544# 16.00" GABJ1-0-8SWPLA S (40) 2X4 C/L: 6-8-0 C/L: 12-7-0 EXCEPT AS S19-3-0 HOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 4 Supports LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDOXI-32786 Desixn: Marrix Annivsis 1NAKNIN4j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of taus mnnbers only to reduce buckling length. Provisk, must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Moss Plate Irutitute. TPI, is located at 583 D'Onofrb Drive. Madison. Wisconsin 537191. Ina nrrrr. r..,-cr-..,... -... 139# 16.00" 1 (R1-0-4) scale = 0.3141 Eng. Job: Dwg: Truss ID: E Dsgnr: TLY Chk: Date: 8-19-02 TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 vurrac - LDr: I.Zb DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: H QTY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =====__======-joi.nt Locations============_== This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assted to be assumed 2) 5- 4- 1 4) 9-10-13 provided by the client. The designer dfsclMms continuously braced unless noted otherwise. any respontsibllity for damages as a result of faulty w incorrect Information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE • WndLod r ASCE 7 - 98 r C&Cr V- 1Z hr per _ 5mp _ _ _ _ _ _ _ _ _ _ _ _ _ _ - TOTAL DESIGN LOADS _ _ - _ _ _ _ _ _ and/w designs furnished to the truss designer Support 1 594# H= 15.0 ft, I= 1.00, Exp.Cat. Br Kzt= 1.0 Uniform PLF From PLF To by the client and the correctness or accuracy Support 2 326# Bld Type= Encl L= 64.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this information as it may relate to a spe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in END Zone, TCDL- 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 .cpmjJaand accepts noresponsibility or exercises no control with regard to fabrica- Support 1 275# Fact Resistant Coveringand./or Glazing R n5 � ---' MAX. REACTIONS PER BEARING LOCATION----- and goaah. MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type This ussshiphasbeenent tn�sses. This truss has been designed as an dsigneda a L/999 ..TC...FORCE...CSI ..BC...FORCE...CSI 0- 5-11 214 275 -594 BOT PIN Individual building component in accordance with L=-0.01" D= 0.00" T=-0.01" 1- 2 606 0.48 5- 4 -748 0.40 9- 9- 0 417 0 -326 BOT H-ROLL ANSI/TPI I-I995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.38 as part of the building design by a Burling T= 0 . 02" Designer (registered re a architect professional mgdnecrl. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: budding designer. the design loadings shown T= 0.02" must be checked to be sure that the data shown am In agreement with the local building codes. RMB = 1.00 local climatic records for windor snow loads. protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- 9-10-13 ously braced by sheathing unless otherwise lk specified. Where bottom chords In tension arc 1 2 3 not fully braced laterally by a properly applied rigid telling. they should be braced at a — maxtmuspacing of 10'-O' o.c. Connector m 4.24 plates shall be manufactured from 20 gauge hot dipped gafvanlzed steel meeting ASTM A 653, ZX Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In 2X writing before cutting or fabrication. Plates shall not. be Installed over knotholes. knots or distorted grain. Members shall be cut 3-9-15 for tight fitting wood to wood bearing. con- 4-3-5 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4• long. A 6x8 plate is 6' wide x 8' long. Slots (hoks) run parallel to 0-3-15 the plate length specified. Double cuts on web members shall mat at the centrold of the webs unless otherwise shown. Connector plate sties are minimum sloes based on the forces shown — - and may need to be decreased for certain hand- ling and/or erection stresses. This truss is not 3X6 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recomunendatiorns are to be followed in accordance with 'Handling installing 6 Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pw- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shalt be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastentng and bracing is completed. II 1 _ 9-10-13 15 4 215# 11.31" 417# 2.50" le (Rl 0 je 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4 Maronda S stem A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H y CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 8-19-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which I.a part of the budding design and which must be considered by the building designer. Bracing shown Is for lateral support of [nuns members only to reduce buckling length. Pr—Isions roust be BC Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectfied locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIS-91 o<TPII. BC Dead 10.0 f Design Criteria: TPI LICENSE #0050068 (muss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Code Desc: FLA 1005 VANNES" D20tdIEDOTI-32766 TOTAL 33-0 _ psf V:07.18.02- 20441- 5 V.-Sign: MOM Analysis JUL? PATH: CATLE-L0KU0851T25MPHIG72A4 HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any rsponsfbwty for damages as a cult of faulty or incorrect information. specifications and/or designs furnished to the truss d signer by the client and the correctness or accuracy of this information as it may relate to a spe- clffc project and accepts no responsibility or exemiss no control with regard to fabrica- zon, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer{. Whrn reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assurnes compression chords (top or bottom) are tnnunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to veiny that this drawing is in conformance with the fabrkatoes plans and to realize a continuing responsibility for such ven- ficalion. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates stall be located on both faces of the truss with nail, fully imbedded and shall be sym. about the joint unless otherwise shown. A. 5x4 plate is 5" wide x. 4" long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber uniss otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIS-9 1. Trusses are to be handled with particular care during bandtng and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pors- Itfon and for resisting lateral forces shalt be designed and Installed by others. Careful hand- ling is essential and erection bating is always required. Normal precautionary action for trusses requires such temporary bating during bistaitatfon between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Puofssional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time No loads other than the weight .1-the erectors shall be applied to trusses umtll after ail fastening and bating Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x6 SP #2 WndLod per ASCE 7-98, C&C, V= 125niph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 50.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.00 0-3-15 1 N 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 1 583# Support 2 337# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 271# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1191 0.54 5- 4 -1312 0.49 2- 3 -53 0.29 TI: HI QTYA ==== __== ====Joint Loc-- ations=========-=== 1)= 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 3- 3 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF TO TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 211 271 -583 BOT PIN 9- 9- 0 420 0 -337 HOT H-ROLL 9-10-13 1 2 3 4 no 8-5-4 5 4 1-6-2 211# 11.31" 421# 2.50" (R1 1 6 0) 1. 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPl 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNESSA DROVIEDOSI_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 bating. wind bating, portal bating or similar hoeing which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members onty to reduce buckling leng:h. Provisions must be made to anchor Lateral bating at ends and specified Iocattons determined by the building designer. Additional bracing of Ume overall structure may be required. (See HIB-91 of MI frruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 2-4-0 scale = 0.4873 Eng. Job: WO: GT2A4 Dwg: Truss ID: H 1 Dsgnr: TLY Chk: Date: 8-20-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 Psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:07.18.02- 20556- 2 NCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on infonnation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- ed- project and accepts no responsibility or exercises no control with regard to fabnca- non. handling, shipment and installation of trusses. This truss has been designed as an indMdual building component In accordance wltt ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown AM in agreement with the Foal budding codes. local climatic records for wind or snow loads. prged specifications or special applied bads. Unless shown, tnsa has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Wbere bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maidmum spacing of 10'-0" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrkator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to reallm a continuing responsibility for such ven- ff®tlon. Any discrepancies are to be part in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for Light fitting wood to wood bearing. Con- nector plates shall be locatedon both faces of the truss with nafb 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 x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are -bit.— sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatimns are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses arc to be handled with {articular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for restating lateral forces shall be designed and Installed by others. Careful hand- dng Is essential and erection bracing is always required. Normal precautionary action for truss- requires such temporary bracing during installation between trusses to avoid toppling and dominofng. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advise shall be sought If needed. Concentration of construction bads greater than the design loads shalt not the applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after ag fastening and bating Is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 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, Xzt= 1.0 Bld Type. Encl L= 50.0 ft We: 7.0 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/257 at Mid -panel # 1 L=-0.33" D- 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 4-3-2 0-4-3 4 WO: GT2A4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -69 0.99 4- 3 -2 0.84 TI: J QTY:18 Locations=.===___===:.e= =1) 0- 6- 7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 7 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 6-10-12 151 168 -355 TOP PIN 0- 4- 0 274 198 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-" 1 2 6 0000 3-10-3 1 I M 7-0-0 4 3 275# 8.0011 151b 2.50" 1-0-0 7-" 82k 4.50" RO-11-11 C/L: 6 10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (401) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 VV1kKr41M%,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the budding design and which must be considered by the budding designer. Bra cing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specdled locators determined by the building designer. Additional bracing of the overall stnidure may be required. (See HIB-91 of TT7). (foss Plate institute. TPL is located at 583 D'Onofrla Drive. Madison, Wisconsin 53719). Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf 10d Toe--Naft Attach with (2) 10d Toe -Nails scale = 0.4929 Truss ID: J Date: 8-19-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mainr Analysis JOB PATH: CJTEE-L0KV0BS1125MPNIGT2A4 HCS: 06.02.02 JB: GEORGETOWN A 4AC: DESIGN INFORMATION This design Is Wan Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty m incorrect information. specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as It may relate to a spe . project and accepts no responsibility or exercises no control with regard to fabrlea- uon. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI I.19% and NDS-97 to be incorporated as pad of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checkedto be sure that the data shown are in agreement with the local budding codes. 10®1 climatic retards for wind or snow loads, protect specifications - special applied loads, Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bouoml are continu- ously braced by sheathing "mess otherwise specified. Where bottom chords in tension are not fully bracedlaterally by a property applied dgd ceiling, they should be braced at a maximum spacing of t0`-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verity that this drawing Is in conformance with the fabricator's plans and to reagm a continuing responsibility for such ved- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Pates shall not be Installed over knotholes. knots m distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces a the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wile x 6' long. Slots (hokevl run parallel to the plate length spected. Double cuts on web members shalt meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces sham and may need to be increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations arc to be followed In accordance with "Handling installing & Bracing'. HI8-91. Trusses are to be handled with particular care dun" banding and bundling. delivery and tnstall uon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for misting lateral forces shag be designed and Whiled by others. Careful hand- ling is essential and erection bra" is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to amld toppling and dominolrtg. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Prafessbml advice shall be sought if needed. Con of txnnstrvctbn bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses unit] after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #1 D HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 426# Support 2 358# Support 3 50# MAX LIVE LOAD DEFLECTION: L/263 at Mid -panel # 1 L--0.32" D= 0.05" T--0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 4-3-2 0-44-3 i I WO: GT2A4 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on nultiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125aph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 50.0 ft W- 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC...PORCE... CSI ..BC ... FORCE ... CSI 1- 2 -70 0.86 4- 3 -33 0.83 TI: J 1 QTY:12 = -----==e:Ioint Locations===== 1) 0- 5- 5 3) 7- 0- 0 2) 7- 0- 0 4) 0- 5- 5 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 152 173 -358 TOP PIN 0- 4- 0 274 212 -426 BOT PIN 6-10-12 80 0 -50 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE = Support 1 212# 7-0-0 1 2 6.00 2-3-3 1-7-0 i 3.00 I a8-0 6-4-0 4 3 275# 8.00" 152# 2.50" 1 0 0 7-0-0 81# 4.50" (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 10-12 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-00 4 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis VTF1KN1r4V: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing (a not erection bracing. wind bracing, portal bracing or similar bmctng which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf shown b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ermis andspecified locations determined BC Llve 0.0 psf by the building desi ter. Additional bracing of the overall structure may be required. (See 1116-91 of Tpq. f russ plate Institute. TPI. is located 583 BC Dead 10.0 psr at D'Onofrio Drive. Madison. Wisconsin 537191. TOTAL 33.0 osf Attach with (3) IOd Toe -Nang Attach with (2) 10d Toe -Nails scale = 0.4929 Truss ID: JI Date: 8-19-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 10B PATH: C:ITFE-LOW01151125MPHIGM4 HCS: 06.02.02 I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 1 A QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or incorrect infomalion. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or ac m"- no control with regard to fabrsra- tfon, handling shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSUTPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engtneeri. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension an not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of la-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vert- Bcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall he cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the toss with nails fully imbedded and shall be sym. about the joint uniess otherwise shown. A 5x4 plate is 5" wide x 4' kxtg. A 6x8 plate is 6' wide x 8- long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwtse shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on (duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with "Handling installing @ Bracing. RIB-91. Tosses an to be handled with particular care during banding andbundling, delivery and installation to avoid damage. Temporary and permanent bracing for hofdtng trusses in a straight and plumb pos- Uion and for mslsting lateral forces shall be designed and installed by others. Careful hand- Ung Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domutotng. The supervlsbn o! election of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Cmncen[ratbn of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 315# Support 2 511# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.11" RMB = 1.15 4-3-2 0-4-3 MULTIPLE LOADS -- This design is the =___==___=== Joint Locations=== =======6== composite result of multiple loads. 1) 0- 0- 0 3) 7- 0- 0 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V. 125mph, X-Loc Vert Horiz Uplift Y-Loc Type H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 4- 0 279 396 -315 BOT PIN Bld Type= Encl L= 50.0 ft W= 7.0 ft Truss 6-10-12 228 0 -511 BOT H-ROLL in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Iagact Resistant Covering and/or Glazing Req Support 1 396# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -210 0.99 4- 3 -33 0.83 7-0-0 1 2 6.00 En 2-4-1 3.00 I 6-0-8 4 1 3 280# 8.00" 228# 2.50" 1-0-0 7-0-0 (RO-I1-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4 CMarolmda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J I A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chh: Date: 8-19-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY SAN FORD, FL. 32771 pacing shown o i this drawing is not erectlon bracing. wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 Gef4 0n O.0 Spacing: g. (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. nude to anchor lateral bracing at ends and specified location determined by the building designer. Additional bracing of the overall structure may be required. (.See HIS-91 of TP11. BC Dead 10.psf 0 Design Criteria: TPI LICENSE #0050068 frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madls n. Wisconsin 537191. Code Desc: FLA 1005 VANNFSSA DR.0VIED0.FL32766 I TOTAL 33.0 psf V:07.18.02- 20AAA- 5 uesign: Mo(M Analysis JOB PATH: CJTEE-L0KU08SU25MPHI(T2A4 HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer discdairm any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as it may miate to a spe- cNe project and accepts no responsibility or exercise no control with regard to fabrica- tion. handling, shipment and installation of tresses. This truss has been designed as an Individual building component In accordance witt ANSI/TPI 1-19% and NDS-97 to be incorporated. as part of the building design by a Building Designer (negtatemd architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown am in agreement with the local building codes, local climatic records for wind or snow toads, 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 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 telling, they should be braced at a maximum spacing of 10'-W o.c. Connector plat" shall be manufactured factured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriatlon, the fabricator shall review this drawing to vertfy that this drawing is in conformance with the fabricators plans and to realize a continuing responsdrllny for such vert- fi ation. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood beating. Con- nector plat" shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5z4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/- erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection rect nunendatlom arc to be followed in accordance with -Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular arc 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 and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for tresses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to truss" at any time. No bads other than the weight of the erectors shall be applied to truss" until after all fastening and bracing is completed.. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 231# Support 2 274# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 4-3-2 0-4-3 1 WO: GT2A4 WE: TI: J 1 B ATYA MULTIPLE LOADS -- This design is the =___===== __======Joint Locations==_ .... _�___ mp composite result of multiple loads. 1) 0- 0- 0 3) 7- 0- 0 5) 5- 1- 8 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 4) 7- 0- 0 6) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- wndLod per ASCE 7-98, C&C, V. 125mph, X-Loc Vert Horiz Uplift Y-Loc Type H- 15.0 ft, I- 1.00, Exp-Cat. B, Kzt= 1.0 0- 4- 0 279 230 -231 BOT PIN Bld Type= Encl L= 64.0 ft W= 7.0 ft Truss 6-10-12 228 0 -274 HOT H-ROLL in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE _ Impact Resistant Covering and/or Glazing Req Support 1 230# ..TC...FORCE ... CSI-.BC...FORCE ... CSI 1- 2 -329 0.28 6- 5 -354 0.20 2- 3 418 0.31 5- 4 0 0.04 7-0-0 11 1 2 3 Q 3.00 I 0-$-o e� M i 4-5-8 1-10-8 6 4 280# 8.00" 228# 2.50" 1-0-0 (RO-11-11) 7-0-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 Design: Ma rd Analysis WAKNUMU: 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 bracingwind 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. Provislons must lee made to anchor literal bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, (See 1110-91 of TPI). frt Plate Institute. TPI, Is located at 563 D'Onofno Drive, Madison. Wisconsin 537191. Attach With (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 0.4929 Truss ID: J 1 B Date: 8-19-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITEE,L0KU0BSII25MPHIGT2A4 HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the .lent. The designer disclaims any responsibility for damages as a result of faulty or incorrect udonnatlon, specifications and/or des" furnished to the truss designer by the client and the correctness or accuracy of tints information as array relate to a spe- cdic project and accepts no responsibility or exen ct— no control with regard to fabrica- tion, handling, shipment and instatiatbn of t­ This truss has been designed as an Individual budding component in accordance with ANSUM 1-1995 and NDS-97 in be incorporated as part of the building design by a Building Designer (registered architector professional engbi rd. When reviewed for approval by the building designer- the destgn loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow Wads. project specifications or special applied loads. Unless shown, truss has not been designed for storage o occupancy Wads. The design assumes compression chords (top or bottom) are mnU nu- ousiy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bracedlaterally by a properly applied rigid ceding, they should be braced at a maximum spacing of lOr-O" o.c. Connector plates shaft be manufactured from, 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabniestion. the fabricator shall review this drawing to verify that this drawing is in conform an' with the fabricators plans and to realize a continuing responstb(fity, for such vert- fication. Any discrepancies are to be put in writing before cutting or fabrication. - Rates shaft not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long A 6x8 plate is 6" wide x 8- long. Slots tholesl run parallel to the plate length specified. Double cub on web members shag mat at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AS tracing and erection remrtmendstions are to be followed in accordance with "Handling Installing dr 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 hokling to sses in a straight and plumb pos- aWn 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 installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design leads shall not be applied to trusses at any tune. No loads other than the weight of the erectors shall be applied to losses until after all fastening and bracing is completed. !B: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 231# Support 2 273# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D--0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 4-3-2 0-4-3 1 I WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Eacl L= 64.0 ft W- 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -461 0.19 6- 5 -517 0.13 2- 3 -70 0.14 5- 4 -468 0.13 TI: J 1 C QTY:1 =_ _= _==_==Joint Locations.____... 1)= 0 0- 0 3) 7- 0- 0 5) 3- 1- 8 2) 3- 1- 8 4) 7- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 279 226 -231 BOT PIN 6-10-12 228 0 -273 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 220 7-0-0 1 2 3 F 6.k 3-2-13 0-7-6 3.00 0-8-0 i 2-5-8 3-10-8 6 /�r� 4 280k 8.00rr 228# 2.50" 1-0-0 7-0-0 (RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROACDO.Ft-32766 Design: Matrix Analysis WAKMINV: 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 stmftar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing. at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPW (Truss Plate Institute. TPI, is located at 563 D'Onofria Drive. Madison. Wisconsin 537191. JOB PA771: C:I7'EE-LOKUOBSI]25MPHi(,'T244 Eng. Job: Dwg: Dsgur: TLY TC Live TC Dead BC Live BC Dead TOTAL Chk: 16.0 psi 7.0 psf 0.0 psf 10.0 psf 33.0 asf Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.4929 Truss ID: J I C Date: 8-19-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building componentand has been based m Information 'i provided by the clent The desiprer dfscWms any responsibility for damages as a resultof faulty or Incorrect Information. specifications ' and/or design furnished to the truss designer by the client and the correctness or accuracy of this Infar udion as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrics- ' lion, handling, shipment and installation of trusts. This truss bas been designed as an Individual building component in accordance with ANSI/'rPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer, the design. loadings shown must be checked to be sure that the data shown arc In agreement with the brat build" codes, focal climatic records for wind or now bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression. chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are ! not fully bracedlaterally by a properly applied rigid ceiling, they should be braced at a maxknum spacing of W-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- ficatbn. Any disgepancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the taus with nags fully imbedded and shall be sym about the joint unless otherwise shown. A 5.4 plate is 5' wide x 4' brag. A 6.8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified.. Double cuts on web members shag meet at the mntmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - Ong and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations ate to be followed in accordance with "Handling Installing d Bracing'. HI13-91. Tnrsaes are to be handled with particular are during banding and bundling, delivery and installation to avow 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. Ong is essential and erection bradng is always "nukwl Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervtslon d erection d trusses stall be wrier the control d persons experienced m the Instagatton of trusses. Professional advice sham be sought g heeded. Concentration of construction bads greater than the design loads shall not be applied to trusses at any tine. No bads other than the weight of the erectors shall be applied 1" trusses until after all fastening and bracing Is co -plated. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 232# Support 2 273# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D=-0.05" T.-0.11" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 4-3-2 0-4-3 1 GT2A4 WE: TI: J i D QTY:1 MULTIPLE LOADS -- This design is the ===.rJoint Locations ..... _...... m=a composite result of multiple loads. 1) a0- 0- 0 3) 7- 0- 0 5 1 1 8 All COMPRESSION Chords are assumed to be 2) 1- 1- 8 4) 7- 0- 0 6) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, CSC, V= 125mph, X-Loa Vert Horiz Uplift Y-Loc Type H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 0- 4- 0 279 222 -232 HOT PIN Bld Type= Encl L. 58.0 ft W- 7.0 ft Truss 6-10-12 228 0 -273 HOT H-ROLL, in INT zone, T'CDL. 4.2 psf, BCDL- 6.0 psf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Impact Resistant Covering and/or Glazing Req Support 1 222# TC...FORCE... CSI ..BC ... PORCE...CSI 1- 2 -365 0.16 6- 5 159 0.38 2- 3 -132 0.62 5- 4 0 0.33 7-0-0 1 2 3 Q 3-8-13 3.00 0-8-0 5- 5-10-8 Plate Height '6 = 0-1-6 1-0-0 280# 8.001, 228# 2.50" 1 ) 7� -� (RO-11-11j EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 vANNPSSA DP-MEDO.FL32766 Design: M4iru Arralyfft r11HKN1NU: 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 iucb is a part of the building design and which most be co sid red by the building designer Bracing shown is for lateral support of truss members only too reduce buckling length. provisions must be made [o anchor lateral bnclrug at ends and spect(led loattom detmnined by the building designer. Additional bracing d the overall structure may be requdted. (Sce HIB-91 of TPI). rrruss Plate Institute, TPI, is located at 583 UOnofrlo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgtw: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.4929 Truss ID: J 1 D Date: 8-19-02 DurFac -Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITEE-L0XU08Sl125MPH1G7_294 HCS: 06.02.02 I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J2 9TY:8 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disciatms any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exemises no control with regard to fabrica.- tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance wilt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). Whenreviewed for approval by the building designer, the design loadings shown most be checked to be surf that the data shown are in agreement with the local budding odes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously bracer) by sheathing unless otherwise specified. Where bottom chords in tension arc not. Fully braced laterally by a properly applied rigid ceding, they should be braced. at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- neUor 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 Sx4 plate Is 5" wile x 4" long. A 6x8 plate is 6" wide x 8- long. Slots (hotes) run parallel to the plate length specified. Double cuts on web embers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sues 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 fabricatedwith fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling delivery surd installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential anderection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dornlnoing. 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 design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 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- 50.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L--0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 3-3-14 0-4-3 i Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -50 0.65 4- 3 -2 0.50 L 5-1-8 Q ___ _ __=====Joint Locations==========_=__= 1) 0- 6- 7 3) 5- 1- 8 , 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 213 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 2-10-15 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails ED L 5-1-8 a 3" 213# 8.00" 110# 2.50" 1-0-0 .1. 5-1-8 61# 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6319 '—'- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4 aron a SyStemS LM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J2 CONTRACTOR. BRACING WARNING: g� T LY Chk: Date: 8-19-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not. erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a pan of the budding destgn and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.On pa g TOMAS PONCE P.E. made to anchor Lateral bracing atends and specified locations determined by the building designer. Additional bracing of the mama structure may be required. (See HfB-91 of TP» to.o psf Design Criteria: TPI g LICENSE #0050068 07uss Plate Institute. TPL is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DRXME00.FL32766 TOTAL 33.0 psf V:07.18.02- 20449- 5 uesrgn: inert, snarysls .IOB PATH: C:11L&-LOKU0H51175MPH1GT244 HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 DESIGN INFORMATION This design is for an individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- clfic project and accepts no responsibility or exercises no control with regard to fabrka- tion, handWrg, shipment and installation of trusses. This truss has been designed as an brdtvidualbuilding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engineer(. When reviewed for appruval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local rhrnatte records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceWrig. they should be braced at a maximum spacing of 10'-T o.c. 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 drawung to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such ven- ficatlan. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shall be sym. aboutthe joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holesi run parallel to the plate length specified. Double cuts m web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary andpermanent bating for holding trusses in a straight and plumb pm- nbon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bating is always required. Normal precautionary action for trusses requites such temporary bating during i istallation between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control of persons experienced In the fnstallation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design foods shall not be applied to trusses at any time. No loads other thanthe weight of the erectors shall be appled to trusses until alter all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 392# Support 2 279# Support 3 44# MAX LIVE LOAD DEFLECTION: L/630 at Mid -panel # 1 L--0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL WAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 3-3-14 EXCEPT AS SHOWN PLATES Lblaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.F11-32766 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C6.C, V= 125aph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 50.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 -26 0.51 TI: J3 QTY:2 == _ = _ aa- = Joint Locations======-====---- 1) 0- 5- 5 3) 5- 1- 8 2) 5- 1- 8 4) 0- 5- 5 ✓ ---MAX. REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 146 -279 TOP PIN 0- 4- 0 213 198 -392 BOT PIN 5- 0- 4 60 0 -44 BoT H-ROLL 3.00 I 0-8'0ED I 4-5-5 4 3 213# 8.00" Ill# 2.50" 1. 1-1-0 5-1-8 60# 2F50" (RO-11-11) I C/L: -04 ARE TL20 GA TESTED PER ANSI/TPi 1-1995 Over 3 Supports WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownon this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the budding destgn and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determinedby the building designer. Additional bracing of the overall structure may be required. (See HIB-9l of TPp. (muss Plate Institute. TPI. is located at 583 D'Onotno Drive. Madison. Wisconsin 537191. Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6319 Eng. Job: WO: GT2A4__ Dwg: Truss ID: J3 Dsgnr: TLY Chk: Date: 8-19-02 TC Live 16.0 psf DurFac - Lbr 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:07.18.02- 20451- 6 �r"a,•. ,"w•u ^•wv,r, .rvo r-nrn: tar CC WAUUSJiIOMYNW11A4 11CS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J4 ATY:8 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ===_==__ ========Joint Locations==========i— This design is for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 6- 7 3) 3- 1- 8 component and It" been based onmformation All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 3- 1- 8 4) 0- 6- 7 - providedbythe client- Tim deslgner disclaims any responsibility for damages as a result of continuously braced unless noted otherwise. This truss is designed to bear on multiple P MAX. REACTIONS PER BEARING LOCATION----- • faulty or Incorrect Information.specifications supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loa Type and/or designs furnished to the truss designer ►QndLod per ASCE 7-98, C&C, V. 125mph, be marked on truss. Shim or wedge if 3- 0- 4 67 86 -176 TOP PIN by the client and the correctness oraccuracy H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 necessary to achieve full bearing. 0- 4- 0 148 ill -288 BOT PIN of this Information as K may relate to a spe- Bld Type. Encl L= 50.0 ft W= 3.1 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: 3- 0- 4 36 0 -26 BOT H-ROLL cite project and accepts no responsibility or in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Support rt 1 288# exercises no control with regard to fabrica- tion. tbn. handling. shipment. and Installation of t Resistant �C Covering and/or Glazing Req Support 2 176# trusses. This arch-4s has been designed as an MAX LIVE LOAD DEFLECTION: Support 3 26# individual building component in accordance with L/999 ANSIfM 1.1995 and NDS-97 to be Incorporated L=-0.01" D= 0. 00" T=-0. 01" .1- .. FORCE.. .. FORCE.. .4 as part of the building design. by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2 -29 0.25 - 3 0.19 Designer (registered archltect or professional T= 0. 00" enpjneer). when reviewed for approval by the building designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0 . 00" arc In agreement with the local. building codes. local cinatfc records for wind or snow loads. RMB - 1.15 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- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 not fully braced laterally by a properly applied rigid ceiling. they should be braced at a 6 maximum spacing of la-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Attach with (3)10d Grade ao. unless otherwise shown. Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibdity for such ven- firation. Any discmpancles are to be put in. writing before cutting or fabrication. plates shall not be htstalled over knotholes. 1-10-15 knots or distorted grain. Members shall be cut for tight flitting woodto wood bearing. Con- 2-3-14 nectar plates shall be located on both faces of the truss with rhalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8" long. Slots (holes) run parallel to —� the plate Length specified. Double cuts on web -3 — members shall meet at the centrold of the webs It ....-__ unless otherwise shown. Connector plate sizes Attach with (1) arc minimum sins based on the forces shown 3X4 LOd Toe -Nails and may need to be increased for certain hand- Wg and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and etecton recommendations are to be followed in accordance with 'Handling Instafltrnq & Bracing. HIB-91. Trusses ate to be handled with particular care during banding and bundling,. delivery and tnstailatdon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Won and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during installation between trusses to avoid toppling and dominaing. The supervision of erection of trusses stall be under the control of persons experienced in the installation of trusses. professional advice shall be sought If needed. Concentration of construction bads greater than the design toads sha8 not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. I (RO-11-11) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED (IM!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNEWA DROVI£DOXI-32766 3-1-8 4 3l 148# 8.00" 67# 2.50" 3-1-8 37# 2A50o PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-04 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawling is not erection bracing, wind bracingportal bracing or similar bracing TC Dead 7.0 psf which /s a part of the building design and which mast be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. previsions must be BC Live 0.0 psf made to anchor Lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the Overall s"clum may be required. (Sce HIB-9l of TPI). BC Dead 10.0 f PS (Russ Plate institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf scale = 0.9038 Truss ID: J4 Date: 8-19-02 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA —'s... ,.,....ax n, P. JUH VAln: Laltt:-LUKUU6SIIZ)MPli1G(7A4 IiCS. 06.02.02 I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J5 ATY:2 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabtica- Ibn, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated. as part of the building design by a Building Designer (registered architect or professional engineer) When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local budding codes. local cbMatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathfng unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shah be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibldty for such "d- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shad be sym. about the joint unless otherwise shown.. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cent -id or the webs unless otherwise shown. Connector plate sins an minimwn sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI t-I995 PRECAUTIONARY NOTES Ad bracing and erection recornmendatlons are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shad 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 Inrssea to avoid toppling and dominoing, The supervision of erection of trusses shag be under the control of persons experienced In the installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to muses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 281# Support 2 176# Support 3 27# 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" RM1 = 1.15 2-3-14 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLrod 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- 50.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI .BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 -16 0.19 __ _==== Joint Locations==========s== 1)==____0- 5-=5 3) 3- 1- 8 2) 3- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 148 121 -281 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL 3-1-8 1 2 1-3-9 0-7-6 3.00 I 0-8-0 e 2-5-8 4 3 148# 8.00" 68# 2.50" 1. 1-0-0 � 3-1-8 37# 2 Orr (R0-11-11) C/L: 3-0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.t)VIEDD.F 377E WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, windbracing. portal bracing or srmliv 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 determinedby the building designer. Additional bracing of the overall structure may be required. (.See 1-1I13-91 of TPI). (Truss Plate Institute. TPI. Is located at 583 D'Onofno Drive, Madison, Wisconsin 537191. Attach with (3) lOd Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9038 Eng. Job: WO: GT2A4 Dwg: Truss ID: JS Dsgnr: TLY Chk: Date: 8-19-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:07.18.02- 20A53- 62 uesign: Mlgru AnrrfySlr JOB PATff: CATEE-LOKUOBSI125MPHIGT244 HCS: 06.02.02 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: T: J6 9TY:8 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. __=_== _======Joint Locations=====__===__t=_ This design is for anindividual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 6- 7 3) 1- 1- 8 component and has been )rased on information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 1- 1- 8 4) 0- 6- 7 0 provided by the client. The designer disclaims any responsibility for damages as a result of continuously braced unless noted otherwise. This truss is designed to bear on multiple p ----MAX. REACTIONS PER BEARING LOCATION----- faulty or incorrect information, specifications supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer WndLod per ASCE 7-98, C&C, V= 125mph, be marked on truss. Shim or wedge if 1- 0- 4 24 26 -65 TOP PIN by the client and the correctness or accuracy H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 necessary to achieve full bearing. 0- 4- 0 82 32 -166 BOT PIN of this Infwmatlon as it may relate to a spc- Bld Type. Encl L= 50.0 ft W= 1.1 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: 1- 0- 4 12 0 -6 BOT H-ROLL elite project and accepts no responsibility or in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 166# exercises li control with regard t fabrics - lion. lion. handling, shipment and Installation of Impact Resistant Covering and/or �a g � Glazing Req Support Gla2 � 2 65# trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Support 3 6# individual building component in accordance with L/999 ANSI/TPII-IMand NDS-97tobeIncorporated L= 0.00" D= 0.00" T= 0.00" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI as partof the buikhng design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 9 0.03 4- 3 -2 0.02 Designer (registered architect or professional T= 0.00" engur-1. When reviewed for approval by the building designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0.00" are In agreement with the local building codes, local climatic records for wind or snow loads. RMB = 1.15 project. specifications or special applied loads. Unless shown, truss has riot been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- 1-1-8 ously braced by sheathing unless otherwise specified.. Where bottom chords in tension arc 1 2 not fully braced laterally by a properly applied rigid ailing, they should be braced at a �— maximum spacing of 10'-O" o.c. Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galva ri-d staff mating ASTM A 653. Attach WI[h (1) Grade 40. unless otherwise shown. 10d Toe -Naas FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformit— with the fabricator's plans and to realize a continuing responsibility for such veri- Malion. Any discrepancies are to be put in 0-10-15 writing before nutting or fabrication. Plates shall not be installed over knotholes, knots. or distorted grain. Members shall. be cut T. ql 15 for tight fitting wood to wood bearing, Con- 1-3-14 nector plates shall be located on both faces of —._. 04-3 the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A -- 5x4 plate is 5' wile x 4" long. A 6x8 plate is 6' wide x 8' long. Skits (holes) run parallel to Attach with (1) the plate length specified. Double cuts on web 3X4 10d Toe -Nails members shall meet at the centroid of the webs unless otherwise shown. Connector plate sites are minimum sizes based on the forms shown and may need to be increased for certain hand- lingand/or erection stresses. This truss is not la be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling installing & Bracir;. HIB-91. Trusses are to ^V be handled with particular care during banding I 4 3 and bundling, delivery and Installation to avoid 83N 8.00° 25# 2.50" damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ton and for resisting lateral forces shall be 1_" e 1-1-5 13# 2.5 P n 1 I designed and installed by others. Careful hand- (RO-11-11) ling is essential and erection bracing is always ClL: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 Over 3 Supports 1 -4 Normal required. precautionaryaction for scale = 1.5868 t temporary to avoid tnpplinduring trusses reqion b between installation between trusses to avoid toppling � WARNING• READ ALL NOTES ON THIS SHEET. Eng. Job: , and dmnmol b Tne r the visionof erection or tnssc shall be under the control of persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D" to Truss 18 experienced lo the installation so of trusses. Professional advice snail be sought V rmeeded. CONTRACTOR. DSgnr: TLY ehk: 1 Date: 8-19-02 Concentration of construction bads greater than the design loads shall not be applied to BRACING WARNING: TC Live 16.0 psf DurFac -lbw. 1.25 trusses at any time. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sb.11- bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the c—t.- shall be applied to inuntil after all fastening and bracing SANFORD, FL. 32771 32F-OOfi4 which le a par of the building design and which must be considered by the building designer. Bracing shown Is for lateral support truss BC Live 0.0 O.C. Spacing: 24.0n is completed. (407) Faz (407) 32 -39F3 TOMAS PONCE P.E. of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locatlons determined by the budding designer. Additional bracing the be BC Dead psf 10.0 f (� Design Criteria: TPI of overall structure may required. (.See HIB-9I of TP11. Code LICENSE #0050068 frruss Plate Institute. TPf. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Dese: FLA loos vANNessA D2ovlEnw.wt.327ss I TOTAL 33.0 psf I V 7 1 2- 2 4- 63 Design: M49nx Analysis JOB PATH: CATEE-L0KU0B51125MP111677A4 HCS. 06.02.02 GEORGETOWN A 4AC: WO: LTJW DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client.. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a ape- cdk project and accepts no responsibility or exercises no control with regard to fabrtn- tlon, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional 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. local climatic records for wind or snow bads. Project specifications or special applied bads. Unless shown, muss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a property applied rigid ceding. they should be braced a(. a maximum spacing of I(T-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance withthe fabncatoYs plans and to realize a continuing responsibility for such veri- fkation. Any discrepancies are to be put in. writing before cutting or fabrication. Plates shalt not be uwtalledover knotholes, knots or distorted grate. Members shall be cut for right fitting wood to wood bearing. Con- nector plates shall be locatedon both faces of the truss with rills 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 fi wide x 8' long. Slots Ihulesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the farces shown and may need to be increased for certain hand- ling and/or erection stresses. This (russ is not to be fabricated with fire retardant treated. lumber unless otherwise shown. For additional information on Quality Control refer to ANSIrM I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled wtth particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and ereetton bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of anuses shad be under the control of persons experienced In the installation of trusses. Professional. advice shad be sought if needed. Concentration of construction bads greater than the design bads shad not be applied to trusses at any time. No bads other than the welghtof the erectors sha11 be applied to trusses until after ad fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 161# Support 2 65# Support 3 5# 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. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 50.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.03 4- 3 -5 0.02 TI: J7 QTY:2 = ---Joint Locations=====___----41.- 1)--0--5s 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- ` X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 82 39 -161 BOT PIN 1- 0- 4 12 0 -5 BOT H-ROLL L 1 22 6.00 Attach with (1) 10d Toe -Nails 1-3-14 T 0-4-3 0-9-9 Attach with (1) 10d Toe -Nails 3. 0-8-0 4 0-5-8 3 Plate1-6 Height 83# 8.00" 25# 2.50" 1-0-0 + 1-1-8 13— 2.51) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: aronda SySteMS LM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chic: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing vh1ch is a part of the building design and which must be mnshlere.d by ate building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor Lateral bracing at ends and sp-Ifted locations determined by the building designer. Additional bracingru of the overall structure may be required. (,See HIB-91 of TPI) BC Dead 10.0 psf LICENSE #0050068 rrruss Plate Institute, TPI. is located at 583 D'Onofno Drive. Madison, Wisconsin 537191. 1005 VANNESSA DROVIEDOXI-32766 I TOTAL 33.0 psf scale = 1.5867 Truss ID: J7 Date: 8-19-02 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ­3.. muff. —ysn 1UB rAf H: C:I1pt-1UKVUH51125MP1f1672A4 HCS: 06.02.02