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HomeMy WebLinkAbout106 Dominion Ct 03-2560 SFRPERMIT ADDRESS V CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACI MECHANICAL CONTRAC PLUMBING CONTRACTO MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION "SLOU""' PERMIT # bj-& ;5166 DATE PERMIT DESCRIPTION WE - PERMIT VALUATION =); d%y( X SQUARE FOOTAGE AA law CITY OF SANFORD PERMIT APPLICATION Permit # : Date: June Job Address: 106 Dominion Court Description of Work: Single Family✓ Residence Historic District: Zoning: Value of Work: 1777702:007 t{ p 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 p.- Occupancy Type: Residential X Commercial Industrial Total Square Footage-3-, d09 0 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0310 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road Suite F Orlando FL 32810 State License Number: CRC058496 Phone & Fax: 4( 07) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: 5407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/30/03 Signature of(wner/ t Date Russell Keith Summers wner/Agent's Name wo6/30/03 Signature of Notary -State of Florida Date DEBBIE TIME n01A11 My Comm Exp. 2/5M5 / No. CC 999378 Owner/Agent is `X, Personally Known to Me or Produced ID '" ---� ✓ 6/30/03 Signature of ontrac Agent Date Russell Keith Summers Print ontractor/Agent's Name 6/30/03 Signature of Notary -State of Florida Date Or st DEBBIE TIME ,� NOTARY o My Comm Exp. 2/5/05 w PUBLIC No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bid Z )ME 8-6-O Zoning:Utilities: (initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 55ti�n �9 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: _____________ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Electrical Contractor: DANIEL G. PUGLISI 00 Residential: Non -Residential: Number Amount Addition Alteration, Repair Residential & Non -Residential New Residential: AMP Service 4370 $, 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: 51,5.Gro By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. i ------ ----- ------------- Applica Signature EC 001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 106 -Dominion Court Lot: 31 Panel: 6 Mechanical Contractor: GARY CARMACK Residential----�----- Non -Residential unt INature of Work: Fee: By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. ------- ------...... --------- Applicant Signature CAC043900 State License Number i s°es�sas+�� va:✓� CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ----- 1Q(_DQmiI'lw CQu---- — ------ ______Lot: 31_ Panel:6 Plumbing Contractor:-------WILLIAM T.--------------SELF ----------____-— Residential: _ V _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. - Applicant's Sign 're CFC057039 State License Number CITY OF SANFORD / ENGINEERING & PLANNING DEPARTMENT CONTACT: DIRECTOR OF ENGINEERING & PLANNING P. O. BOX 1788, SANFORD, FL 32772-1788 PHONE: (407) 330-5670 ---------------------------------------------------------------------------- Application Number . . . . . 03-00001805 Date 5/13/03 Property Address . . . . . . 106 DOMINION CT Parcel Number . . 34.19.30.-0000-0310 Application description . . . DRIVEWAY INSTALLATION - ENGINEERING PERM Subdivision Name . . . . . . Property Use . . . . . . . . Property Zoning . . . . . . . Application valuation . . . . 0 Owner Contractor ------------------------ ------------------------ MARONDA HOMES INC OF FLORIDA 1101 N KELLER RD, STE F ORLANDO FL 32810 (407) 475-9112 ---------------------------------------------------------------------------- Permit . . . . . . ENGINEERING DEPARTMENT PERMIT Additional desc . . Permit Fee . . . . .00 Issue Date . . . . 5/13/03 Valuation . . . . 0 Expiration Date . . 11/09/03 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . 02-ENGNG DEVLPMT FEES 10.00 Fee summary ----------------- Charged -------------------- Paid Credited -------------------- Due Permit Fee Total .00 .00 .00 .00 Other Fee Total 10.00 .00 .00 Grand Total 10.00 .00 .00 10.00 '6P 0 )--I\?oI Qper: ill -RMC Type: 1K Drawer: I Date: 5/13/03 05 Receipt no: 6857 2883 1805 5, BUI!_DINB PERMIT I f 18. N Total tendered f18.88 Total payrent $18.88 Trai+S date: 5/13/83 Tire: 13:29:12 ---------------------------------------------------------------------------- The above referenced fees have been paid for the noted address. If any additional information is needed, please contact the noted office for assistance. luwMIN@ MINI monism -- +� NARYWE N=Fj MENK OF CIKCUIT MW MINIXE COUNTY OK 04890 PG 0431 CLERK'S N 2"31 12lb91 • liEt DFM 07/01/2003 IW308 PH ' WXMINB FEB 6.00 RECORDED BY N Noldtn NOTICE OF CO1uMAUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0310 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 31 _106 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) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA. 750 S. Orlando Ave #102 Winter Park, FL 32789 ATTN: DAN FINNEGAN _ Phone (407) 646-6304 Fax (407) 5442388_ Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kempf Title, 200 W. 1" St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 3224484 (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 MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of I � , Notary• 2003. TIME i'rfRWIED (;On MARYANNE Mop68 [9]DIESSIC Comm CC 2N37 OLERK OF CIRCUIT 'COUR, No. CC 999378 ^+Ih M+awn I I Otlw I D. 6EMINOLECOU11M. FLON ! �E'�i1TY FjUL , 01 2003 DATE: Monday, June 30, 2003 SIGNATURE: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 31 Subdivision: CROWN COLONY Property Address: 106 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: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 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). O 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. 0 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. MR h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,r625 S.F. Total (Gross Area) 2,0125.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. O 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other (By Ow er K6thorized Agent) PLOT PLAN for: DESCRIPTION: RECORDED IN PLAT BOOK MARO HOMES. INC. LOT 31, CROWN COLONY 3UBDI VISION G I _ PAGE(S) 7G thru 76 PUBLIC RECORDS OF SEMINOLE COUNTY. FLORIDA SCALE 1•- 20' IDYLLWILDE OF LOCH ARBOR SECTION G PLATBOOK 4-, PAGE 40 DOGWOOD DRIVE �J-,_ _ /// 89049' 1 1 %V 70.00' 0' S' 10' 20' GRAPHIC SCALE t LOT 33 LOT 32 25' MUVATE ACCESS EASEMENT — FOR THE BENEFIT OF LOTS 30. 31, ♦ 32 AND LOTS 29 4 33 Per RECORDED DECLARATION OF EASEMENTS LOT 32 15 U.E. --—————— — — �ry CONCRETE PATIO a,D' e��', b 15.00' 40.0(Y w MODEL: CHESAPEAKE V .- (3-2) BLOCK 0 FINISHED FLOOR O ELEVATION- 49.0 b DRAINAGE TYPE: ' A " d N I U.E.) ram'— ---�--- -- --- -- --f✓-- — — — — -'s— .— — O�� yr0 Ini 2 � LOT 30 11 S89048' 14" W 70.00' F.H.A. PLO PLAN e��9 P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION LOT 29 LOT 28 PER ENGINEERING PLANS NOTES: FLOOD CERTIFlCA110N I. BEARINGS ARE BASED ON THE NORTHERLY BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS LINE OF LOT 31 BEING S89 48'14'W. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE FRONT; 23' RATE MAP, THE STRUCTURE HEREON ARE BASED ON S►TE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN RE� 20' PLANS FOR THE PRO,iECT. THE 100 YEAR FLOOD HAZARD AREA, WOE. Z5' J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X " SIDE STREET; 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO 120289 0040 E BUILDING LINE; 60• IN THE FIELD. EFFECTIVE DATE; APRIL 17, 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 31 CONTAINS (SUBJECT TO CHANGE) 9.90 SOUARE FEET/0.229 ACRES +/- THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES. AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH IS NOT INTENDED TO INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND. NO. -NUMBER P.T.-POINT OF TANGENCY -RADIUS P,I.-POINT OF INTERSECTION CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT L.S -LANDSURVEYORP.R,C:-POINT OF REVERSE CURVATURE O,E.-DRAINAGE EASEMENT ,-CHORDP.C.-POINT OF CURVATURE LENGTH LB. -LICENSED BUSINESS (A�RCENTERLINE A/C -AIR CONDITIONER PAD O,R-OFFICIAL RECORDS P.C;C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENTC-ARC CH.BRG - ORp BEARING &&U E -SIDEWALK &UTILITY EASEMENT D.U.&S.E-DRAINAGE UTILITY & '�NTRAI ADELTA ANGLE) 0,&U,E-•DRAINAGE B UTILITY EASEMENT SIDEWALK EASEMENT A TONE, INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALO REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED "F H THE FLORIDA SIGNATURE AND RAISED SEAL OF A f10RIDA LICENSED SURVEYOR AND MAPPER � 4ft"i� �auw REVISION GATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 7 OOJ w, U7 mm CADD FILE; CRO14NCOL3I,OWG W.0.200"G 13 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 106 DOMINION CT for which permit 03-00002560 has heretofore been issued on 8 11/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as L/11/ _5 �,-a.w��1�e.8► _ complies with all the building, plumbing, electri 1, zonirig and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes DATE APPROVAL DATE BUILDING: FIRE: Finaled r o Inspected J ZONING: Inspected UTILITIES: Water Sewer Lines Inp c( Lines In Meter Sewer Set Tap Reclaimed Water 3#Uez Street Drainage Z 0 Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs "yp Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE 01-POLICE IMPACT - RESID FF.F.S PATD DATE AMOUNT 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 10.00 10.00 10.00 10.00 59.27 54.00 279.61 91.93 No APPROVAL PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 106 DOMINION CT for which permit 03-00002560 has heretofore been issued on 8 11/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-RADON GAS TAX FEE 8/12/03 10.49 01-ROAD IMPACT FEES 8/12/03 847.00 01-RECOVERY FD/CERT. PGM. 8/12/03 10.49 01-SCHOOL IMPACT FEE 8/12/03 1384.00 WD IMPACT:SINGLE FAMILY 8/12/03 650.00 SD IMPACT:SINGLE FAMILY 8/12/03 1700.00 Mou-uf,U 4,a 3 �y OWNER BUILDING OFFICIAL DATE / K' e CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" DATE:-�O-off PERMIT #: 03 a � ADDRESS: c"� CONTRACTOR: PHONE #: yb1— y1rJ 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. i ,-, ,engineering 0 1<� ID, 66v0a:7 7' Z./i z/ o OPublic Works O Utilities O Fire Y\ � N OZoning Y\ A OLicensing ,� l CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUR I'I0( .REQUEST FOR FINAL INSP &1 ION ; **** SINGLE FAMILY RESIDEN I I I DATE:-\O-c��i ' Uf �' a PERMIT #: �3 • a� '^ -� ADDRESS: a'i u�i A I \ C�� ' CONTRACTOR: PHONE #: lAb-1 - L1`1 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 ❑Public Works f r� utilities 0 Fire Y\ � N ❑Zoning Y\ � N OLicensing ,, 1�\- IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY ��-�c&er REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: .� PERMIT #: ADDRESS: - .- CONTRACTOR: PHONE #: LAb1- L1r) S --Q\\a The building division has prepared a Certificate of Occupancy for the above location and 'is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering ❑Fire . . � 2 /r z/4 LiPublic WorkslMn�r�� Zoning , E7 Utilities ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) '0 LAND SURVEYORS 4 MAPPERS 300 SOUTH RONALD REAGAN BLVD. LONOWOOD, FLORID^ 32750-5499 TELEPHONE: (407) 830-9080 FAX. (407) 339-3636 E-MAIL G^VONE(PGFL.RR,GOM CERTIFICATE OF ELEVATION Address: 10%Dominion Court Legal Description: Lot 31, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 31 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dom,ni4- F. Capone Florida Surveyor ?; Mapper Reg. No. 2005 Licensed Rus ne_5s.1�`ur,ber 5073 Date Fieldwork Completed 12-31-2003 W.O. # 2003-17677 FEDERAL EMERGENCY MANAOEMENT AGENCY O.M.B. No. 3067-0077 w , NATIONAL FLOOD O IWRANCfE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE I Read the insbui;M= on paW 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Uuuranm Company use: 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 106 Dominion Court CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, eta) Lot 31 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, eta Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( ##° - #9 - ##.##" or ##.#Ikq#f€°> ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 61. NFIP COMMUNITY NAVE & COMMUNITY NUMBER B2. COUNTY NAM: B3. STATE CROWN COLONY 1120Y84 SEAIRiOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEtREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C OD45 E 1117195 111795 X B10. Indicate the source of the Base Flood Elevation (BFE) data or vase flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Detemrined ❑ 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 Bader 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 ConsWcdon 'A new Elevation Certificate will be required when oonsMxdion of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-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 (including basement or enclosure). 13 ft.(m) o b) Top of nerd higher floc _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) _• _ft.(m) ! � o o d) Attached garage (top of slab) _. J(m) g o e) Lowest elevation of machinery andlor equipment ' o servicing the building (Describe in a Comments area) X f) Lowest _ ft.(m) ft.(m E .2 adjacent (finished) grade (LAG). z' o g) Highest adjacent (finished) grade (HAG) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, 8, 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. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME CITY STATE ZIP CODE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the cortesponding infiDmWon f m Secdq A For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE 4ND BOX NV � Polk Number x CITY STATE ZIP CODE Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenVoompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), compliete Items E 1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number -(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (inducing basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3,h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the Community s floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, Q and E are coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810 407475.9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the oommunitys floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community4ssued BFE) or Zone A0. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: — _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT PI AN for. MAROI HOMES, INC. DESCRIPTION: LOT 31. CROWN COLONY 3UBDI VISION RECORDED IN PLAT BOOK G I PAGE(S) 7G thlu 78 PUBLIC RECORDS of SEMINOLE COUNTY, FLORIDA SCALE r- 20' IDYLLWILDE OF LOCH ARBOR 5ErCnON G PLATBOOK 1, PAGE 40 DOGWOOD DRIVE 4 589049' 1 IV 70.00' _/� a 5' icy 20' S' F.E, f GRAPHIC ArM F 15 U.E. ` F\� LOT 32 25' MUVATE ACCESS EASEMENT - FOR THE BENEFIT OF LOTS 30. 31, 4 32 AND L015 29.33 per RECORDED DECLARATION OF EASEMENTS LOT 33 LOT 32 A e� CONCRETE FAT 8 0' �j ti t �°' � LOT 30 15.00' 15.00' 40.00' ... W MODEL: CHE5APEAKE 'C' .- (8-2) BLOCK '- O FINI5HED FLOOR ELEVATION- 49.0 b 3 NDRAINAGE TYPE: ' A O _ %n 0 Z —/ - — — -...- — ---f,/-T — — b N-- ------- a— ��r� G�y'�Oy �!I p v l . 3' la U.E. CONCRETE DKM 'O 9y 589048' 14V 70.00' P - DENOTES PROPOSED ELEVATION -POINT r' PER ENGINEERING PLANS. E O7ES EXISTING ELEVATION LOT 29 LOT 28 PERENGINEERING PLANS NOTES: FLOOD CERnnWION I. BEARINGS ARE BASED ON THE NORTHERLY BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS LINE OF LOT 31 BEING S89 48'14'W 2. ELEVA71ONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE FROIVT: 25' RATE MAP, THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN REAR: ? PLANS FOR THE PROJECT, THE 100 YEAR FLOOD HAZARD AREAL SIDE: 7.5' A BUILDING TES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X ' SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL Na 120289 0040 E BUILDING LINE: 60. IN THE FIELD. EFFECTIVE DATE: APRIL 17, 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 31 CONTAINS (SUBJECT TO CHANGE) 9.982 SQUARE FEET/0.229 ACRES +/- THE UNDERSIGNED AND CAVONE,INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENT'S, RIGHTS Or WAY. SETBACK LINES AGREEMENTS AND OTHER MATTERS` AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND. NO. -NUMBER P.T.-POINT OF TANGENCY R. -RADIUS PA -POINT OF INTERSECTION CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT L S -LAND SURVEYOR P R C OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.G.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L. LICENSED BUSINESS CH,BRC - ORD BEARING S&UE-SIDEWALK & UTILITY EASEMENT O.U.&S.E.-DRAINAGE• UTILITY & _9 CENTERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) LtBU.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A TONE INC. THIto7+ S SURVEY NOr VALID UNLESS EMBOSSED WITH THE SIT�IATURE AND RA1.3EO SEAL OF A DA LICENSED SURVEYOR AND MAPPER REVISION "- DATE 7ND SURVEYORS AND MAPPERS UTH RONALD REAGAN BOULEVARDGWOOD, FLOR►DA 32750-5499 LEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR rr MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8.5073 PLOT PLAN 1 71212003 w, oy ryu►. CADD FILE: CROWNCOL3/.DWG W.0.2003-8613 FORM �OOA-2001 r �' ' r FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHESAPEAKE Builder: MARONDA HOMES Address: IOIP �Y111�11(Tl� COU��� Permitting Office: City, Stater Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _7b. ing systems 2. Single family or multi -family Single family -ral Unit Cap: 35.4 kBtu/hr _ 3. Number of units, if multi -family 1 SEER: 11.00 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes - 6. Conditioned floor area (ft') 1625 ft' - c. N/A - 7. Glass area & type - a. Clear - single pane 133.0 fP _- 13. Heating systems - b. Clear - double pane 0.0 ft' - a. Electric Heat Pump Ca 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' d. Tint/other SHGC -double pane 0.0 ft' b. N/A ' HSPF: 7.40 - 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p)11 c. N/A - b. N/A - - c. N/A - 14. Hot water systems 9. wall types - a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int insul, Exterior R=4.2, 1033.0 ft' EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 207.0 ft' b. N/A - c. N/A - - . N/A e. N/A _ C. Conservation credits (HR-Heat recovery, Solar ] 0. Ceiling types _ DHP-Dedicated beat pump) a. Under Attic R==19.0, 360.0 ft' _ 15. HVAC credits P I - b. Under Attic R=19.0, 1272.0 ft- _ (CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ft' HF-Whole house fan, l 1. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22345 PASS Total base points: 23862 I hereby certify that the plans and specifiications covered Review of the plans and' by this calculation are in compliance wit►n the Florida specifications covered by, this p4 sTq Energy Code. calculation indicates compliance h� ' ! , q16 PREPARED BY: ith the Florida Energy Cade. � DATE: Wore construction is completed o 0 '�'' _Lin this building will be inspecttBd for I hereby certify that this Iding, as designed, compliance with Section 55:3.908 compliance with the r'da Energy Cc.)de.Florida Statutes.OWNER/AGENT.�BUILDING OFFICIAL: _ DATE: JUN 2 Q 23z.. DATE: EnorgyGauge® (Version: FLRCPB v3.21 FORM 60OA-2001 r SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.E As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior insulated Exterior 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 558.0 235.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab Raised 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175. 0(P -31.90 -5582.5 0.0 0.00 0.0 Base Total; -5565.0 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3,21 FORM 600A;2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT Summer Base Points: 31019 11 Summer As -Built Points: 30841.8 Total Summer X System Points = Cooling Total X Cap X Duct X System X Credit = Cooling Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 31019.1 0.4266 L1332.7 30841.8 30841.8 1.000 1.00 �1071.241 x 1 �)0 310 0.950 11270.5 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.2" FORM 600A-2001 1 A WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... BASE GLASS TYPES .18 X Conditioned X BWPM Points Floor Area Type/SC .18 1625.0 5.86 1714.1 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BWPM = Points Type Adjacent 207.0 1.80 372.E Concrete, Int Insul, Exterior Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent Base Total: 1240.0 2438.6 As -Built Total: DOOR TYPES Area X BWPM = Points Type Adjacent 18.0 4.00 72.0 Exterior Insulated Exterior 40.0 5.10 204.0 Exterior Insulated Adjacent Wood Base Total: 58.0 276.0 As -Built Total: CEILING TYPES Area X BWPM Points Type Under Attic 1625.0 0.64 1040.0 Under Attic Under Attic Under Attic Base Total: 1625.0 1040.0 As -Built Total: FLOOR TYPES Area X BWPM = Points Type Slab 175.0(p) Raised -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: INFILTRATION Area X BWPM = Points 1625.0 -0 28 -455.0 PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X WPM X WOF = Point; NE 1.0 6.0 16.0 12.00 1.00 192.0 NW 0.6 6.0 16.0 12.23 1.00 195.4 SW 1.0 7.5 40.0 9.22 1.00 370.5 SW 1.0 6.0 16.0 9.22 1.01 149.0 SE 0.6 3.0 3.0 8.34 1.04 26.0 SE 1.0 11.0 36.0 8.34 1.01 302.5 SE 1.0 3.0 6.0 8.34 1.09 54.5 133.0 1289.9 R-Value Area X WPM = Points 4.2 1033.0 3.26 3367.6 11.0 207.0 2.60 538.2 1240.0 3905.8 Area X WPM = P]310.2 20.0 5.10 20.0 5.10 18.0 5.90 58.0 R-Value Area X WPM X WCM = Points 19.0 360.0 0.87 X 1.00 313.2 19.0 1272.0 0.87 X 1.00 1106.6 19.0 97.0 0.87 X 1.00 84.4 1729.0 1504.2 R-Value Area X WPM = Points 0.0 175.0(p 2.50 437.5 175.0 437.5 Area X WPM = Points 1625.0 -0.28 -455.0 EnergyGaugeqD DCA Form 600A-2001 - Ener gyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 600,J-2001 4 a WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE PERMIT #: AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: Total Winter X System = Points Multiplier Heating Points Total X Component Cap X Duct X System �XCr�fedit 6992.E = Heating Ratio Multiplier Multiplier Points (DM x DSM x AHU) 4681.2 0.6274 2937.0 6992. 699266 1.000 1.00 (1 1.239 x1.160x 1 �) 0.461 0.950 3795.7 EnergyGaugeTO DCA Form 600A.2001 EnergyGauge®/FIaRES'2001 FLRCPB v3,21 FORM 60OA-2001 1 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:... BASE WATER HEATING Number of X Multiplier = Total Bedrooms 3 2564.00 7692.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 PASS_ EnergyGauge'' DCA Form 60OA-2001 EnergyGaugeIYFIaRES'2001 FLRCPB v3.21 FORM 600,J-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS.,,, PERMIT # 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST - _ • .. "a UVW area .o crmis .it, door area. Exterior &Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the erimeter, Penetrations and seams. Ceilings 606. 1.ABC. 1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is Recessed Lighting Fixtures 606. 1.ABC. 1.2.4 Type IC rated with no penetrations, sealed; or Type IC or on IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned sppce. tested. Multi -story Houses 606.1.ABC.1.2. Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, damp ers; combustion space heaters comply with NFPA, _- -.. -- hAVA_.- Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided ExtemaI or built-in heat trap reyuir Swimming Pools &Spas 612.1 Spas & heated pools must have covers (except solar heated), Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal - •• --• �� .o�, «, �� nv more man 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. a��o mm�manuai or automatic thermostat for each s Insulation 604.1, 602.1 Ceilings -Min. R-19. Comm -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-. EnergyGaugeTm DCA Form 600A-2001 EnergyGauge4&/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing 2. New _ 12. Cooling systems Single family or multi -family 3. Single family - a. Central Unit Number of units, if multi -family I 4. Number of Bedrooms 3 5. Is this a worst case? Yes - b. N/A 6. Conditioned floor area (W) 1625 W c. N/A 7. Glass area & type a. Clear - single pane b. Clear -double pane 133.0 ft' - 13. Heating tmg systems c. Tint/other SHGC - single pane 0.0 W_ a. Electric Heat Pump d. Tintlother SHGC - double pane 0.0 fe _ 0.0 ft 8. Floor types b. N/A a. Slab -On -Grade Edge Insulation R-0.0, 175.0(p) ft c. N/A b. N/A - c. N/A - 9 Wall types 14. Hot water systems a. Concrete, Int Insul, Exterior _ R 4.2, 1033.0 ft- a. Electric Resistance b. Frame, Steel, Adjacent _ R=I 1.0, 207.0 ft- 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 _ Rm19.0, 360.0 ft- DHP-Dedicated heat pump) 15. HVAC credits b. Under Attic c. Under Attic _ R=19.0, 1272.0 fP - (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts R=19.0, 97.0 W HF-Whole house fan, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft _ PT -Programmable `Thermostat, b. N/A - RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-II-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: JON 2 6 2X3 Address of New Home: City/FL Zip: - Cap: 35.4 kBtu/hr _ SEER: 11.00 Cap: 35.4 kBtu/hr - HSPF:7.40 - Cap: 50.0 gallons - EF: 0.93 - PT, - *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a USEPA/DOE EnergyStar'fdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the r Energy Gauge web site at www.fsec. ucf.��du fo information and a list of certified Raters. For i� formation about Florida's Energy Efficiency Code For Building Construction, contact the Department of CommunityAffc,,irs at 8501487-1824. EnergyGauge&(Version: FLRCPB v3.21) ` Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO3101 31 106 DOMINION CT ORLN-CRC CHEC3 RIGHT CHESAPEAKE C 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are desianed for an enclosed hi,ildinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 49 Layout 11-2-02 t--- L3 4-24-03 Roof Loads - VT 4-11-01 ��" M 4-24-03 t/" TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 t/` M2 4-24-03 A 4-24-03 N 4-24-03 AA 4-24-03 N1 4-24-03 t.�' B 4-24-03 O 4-24-03 t/ Total 33.0 psf I 61 4-24-03 P 4-24-03 BB 4-24-03 Q 4-24-03 ✓ DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" C 4-24-03 l Q1 4-24-03 C1 4-24-03 R 4-24-03 CC 4-24-03 R1 424-03 C f{ , D 4-24-03 S 4-24-03 DID 4-24-03 S1 4-24-03 E 4-24-03 T 4-24-03 EE 4-24-03 T1 4-24-03 F 4-24-03 Z.-- J U 4-24-03 G 4-24-03 V 4-24-03 H 4-24-03 W 4-24-03 I 4-24-03 X 4-24-03 J 4-24-03 X1 4-24-03 K 4-24-03 Y 4-24-03 K1 4-24-03 L--w" Z 4-24-03 L 4-24-03 Z1 4-24-03 v'" L1 4-24-03 ✓ Z2 4-24-03 L2 4-24-03 INV # DESC NTY DATEaUL 1 2003 18331 EHUH26 1 18330 EHUH28 18360 SKH26R 2 18361 SKH26L 2 18362 SUH26 14 18370 THJ26 2 18363 JUS26 12 SEAT PLATES 144 40-0 z F ZT- O� CL i - 13-4 6-8 i 20-0 H1 B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES is the responsibility of the installer(budder buildina contractor licensed contractor •ectororerection contractor) toproperty receive. unload store handle install and ace metalplate connected wood trusses to protect lffe and property. The installer ust exercisethe same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are rsed upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TRUSS STORAGE .4R'I 0 �� f �M1�. � � f].����� �t�Y�.L4'•d� r10 C"��i�'��[al u � 1 1.�t11 P ST'.. � ti- - s.�-r-,-,r.•--yj.^• n�j „` . T+- i 7iljn�p � �.A f� q y� f t r ii}}pp 'i l6 , � i �4. ����T�S;+t w tick � �.k oa.i� �;� •,� n 14',, " ;. ; ,w i;� tf{ 41�"�i� it �ryi,rF°� Frame 1 / 60' v `460.\'� or less\ or less 71hy Tag Approximately Approx(mTag Line /=truss length 1/2 truss leLine Truss spans less than 3o'. Ufth the 1 Spreader Bar attat sling Toe In Toe In e1C. Approximately 1/2 to Y) truss length Less than or equal to 6o' Spreader Bar Toe In Less than or equal to 6o' ^r! l I �,�n� �� jr r I i 1111 gill JJ uw �e Strongback/ SpreaderBar Tag Line Strongback/ SpreaderBar or above m - mid -height Tag Line A n n.--_1.. :king 1 I y Ground Brace `�� Vertieala (GBV) Typleal horizontal tie member with multiple stakes (HT) Prune of bra, oup of trusee (ES) Frame 2 U Over 28' - 42' 3.0 6' 8 6 Over 42' - 60' 3.0 5' S 3 Over 60' See a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine -IF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —r Required rrrr 10' or Greater Attachment Required - Frame 3 ��4'SC'ISSOAS TRUSS {. 1 O O»a �CHOR 3 PIALEFIACE 4/12 15' 20 15 Up to 32' Over 32' - 48' 4112 15, 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer ac �,�yT q' ��''; wtpv�Ylbh}M( pi ��i 4af�r t 'ry zn 61 114 1 I SPANi<13�piPITC i r iMlf OP CHO �C M ahr; r �J1 rTE A�B�ACE;SP�CING:'bB SPACING LBS i ` OR J �IAQONA CE. i,r Fhx+.M wr � 4� �S �r trusses3S..�> OF :i =SPF HF;. Up to 24' 3/12 1 17 12 Over 24' • 42' 3/12 10 6 Over 42' - 54' 3/12 Mt- - Hem -Fir 6 4 6' ,� •\,� SP -Southern Pine / C'• SPF - Spruce -Pine -Fir 0g /,,L ' Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle 10getherand cause collapse if there to no diago. nnlbracing. Diagonal bracing should benalled to the underside of the top chord when purling are attached to the topside of the top chard. MONO TRU`S"S'.'i': 4exirr 4isplecement Line 12 3 or \ greater All lateral braces lapped at least 2 trusses. Continuous Ton Chord Lateral BracE Required 10' or Grt Attachm E Reauirea fNSTA&UTION TOLERA'NCESi' r.bkl ;nhr �Rqu n.':' W II M.x: a'i M.I. ti BOW T tIA, T 1.1W. L(In) 50" 11 4" 4.2' 00" 1 8.3' 150" 3/4" 112.5' Length L(in) Lesser of L/200 or 2" L(in) Lesser of L/2o0 or 2" :r 'Phro TV200 fij 16.7' 250" 1-1 /4" 20.8' 300" 1-1/2"" 25.0' U&BOADA SYSMVS 4iw Mamnda Way Banfotn' FL 88771 (407I 2l:1.0"d Fax (407) 321.391E Date: March 5, 2003 TO: Building Department From: Afaronda Systems Tomas Ponce Professional Engineer State of Florida. #0050068 Subject: Valley Trusses :4.II v lley�trusses labeled V'-1 thru 100 are covered under the general valley sheet rovided in the truss pacimge sigzned and sealed by the engine � on the structural info sheet of the plans. All criteria of the alley trusses are noted onConnectionsetI�enoted general sheet. Ifyou have any questions please fee, free to call at 407-321-0064. erel Tom s Ponce, P.E. kit@1iBt&t6tlett�r� Bate: 37A1E o y rt�f��/01�*rAL 71,Ls mpdesign Ls for art lndhridua! bwldbrg cooaenL and I,ss been hued on Information Pro'Wed by the client. The daigtter dlsclahos y �patsOrlUly (or damages as a resuR of ferocity or ocorreel Information. sPeclflca0ans xod/or des(grs furnished to the truss designer try the dfent and the cortedn-s or accroacy of this oformatloo as a may rebate to a spe- c1Oc projed and accepts no reapooaibWty or exercises no control wWr regard to f b,ta- UO- harrdib,g, shJPment and Instao unn of mass. Tht+ truss hu been deigned ss an individual buDding component In avoidance vIU AIVSi/TFI f -I995 and NDS-97 to be incorporated as part of the buttdtog design, by a Boading D-W.— (regklered arcbjtect - profasonai engirneerl. When f-fened for approval by. ti, bu0ding daip— (he designbads slrowi most be checked to be sure that the data shown are In agreem,otwith the k+i bulldog codes, local dIcUaUc records for wtnd or snow knds. p. jell specff caUoos or sPerial applied bads. Unless shown, truss has not been d-4p,, .d for storage err occupancy bads- The design assumes compressors dwrds (top or bottom) are conttou- oosly braced by abatjung "_ otberwise sp"'Oed 111— bottom, chords to tasston are not fully braced Iai--W by a property applied rigid ,cuing, they should be bnced at a m Vmrmr sparing of I o,-Q oe Connector pia"sha0 be manrffacturrd fm ro20 gauge hot dtPPed galvanued steel meetfng ASTM A 653. Grade 40. onles oUue j e sh, FABRICATION NOTES Prior to fabriatfon, the fabnatorsba0 review (b" drawing to verify that UUs drawing fs w mnformanee rvkth the fabricate. plans and to realtm a—Uouing r-ponslbwty for suet, vert- Oahon- Any di.—pancies are to be put ni vrr06rg before enttlog or fabricatoo. Plates. 3ha0 not be tostaBcd wer knotholes. tarots or dbtorted grain- Members shalt be cut for Ught OUIng wood to wood baring. Con- neriar plat- "ball be toated on both (aces of the toss """ rra0s fuUy Imbedded and -ball be sym- abotd the joint rrrdess otherwise sh_n. A 5x4 plate 1s 5- wide x 4- long, A 6x8 plat, Is 6- wide x e- Ioog. Slots (holed run Parapet to We plate length spcdl(ed. Double cots ran web tnrmbers sha0 meet at the centrold of the webs unlesv otherwise shown. Connector plate sizes are of 21Mum atzes based on the forces shown and may need to be (ncteased I- certain hannd- lingand/or occtlou slras—. This thus is not to be fabdcated witb Ore retardant treated lumber unto" otherwise shown. For addfU lw trrformaton on Quably Control ,der to A1451/1Fi 1-1995 PRECAUTIONARY NOTES All bradng and c-,tfon r—noundatons are to be foUowcd I. a¢ordantt ooItb-Haodit g g. [Ira Jag-. HUH-91. Tn ssa Ve to be I—dlal nth and b,mdit de r are damn banding K- cry and 1ns(aUatbn to avoid damage T—Poruy and permanent bracing roc hoMog tr-- m a "(alight and plumb pos- Iton and 1« rctsti g btenl lone" aba0 be 4—tV.d and Installed by others. Careful brand- �Jng B --Uai and erection bracing fs afaags TgUI-d- Normal PrccauU)fcvy a cunt for nmeS requires suds lemporary bracing dudag ostall"Uou trctwcen trtuseS to avoid topphog uai domiaohw The supervlsam of erecUoo of ruse s shall be wide the tontlni of person, -Vettenced Lit Ube tnstal3Uon of htl�yls. local advice -hers be sough( V needed boo—n"tfoo of coostrueton loads greaicr han the design bads shag no( he applfcd to vss- at any thee- No loads oUicr than Uu clght of Ux ertrlors shalt be apph<d to vssrs un W -fief all f-(eiitng and bracing cumPleted. MONO VALLEY VALLEY TRUS COMMON VALLEY III VALLEY TRUSSES IT, v: `ALLEY SET IF LESS THEN 3-0-0 THEN MOVE DIAGONAL ���W///EBB///T���O\\14EL. ��-XT PANE ES I tt I SUPPORTING TRUSSES SUPPORTING TRUSS VALLEY TRUSSES (IYP.) 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. EXCEPT AS SHOYVN PLATES . ARE TL20 Maronda Systems 4005 MARONDA WAY SANFORD, FL- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I a9U GnEEir BnGc.JK Cr.UVtEDO, IL127o, Design_ Afonir A„nlvris 4' 2x4 4x 6 5x6 DIAGONAL WEBS t 4x6 3i6 OR REQUIR2SPANSX4GREATx40 0 4 3x6 20 2x4 2x4 2x4 4210 3x6 on 3x6 MAX. 6.0.0 O.C. (TYP) 14x6 on 1F 2x4 i 20 OR 3x6 TI: VT QTY:1 (1) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24'O.C. (TYP) 2x4 3x6 20 �J VA(UEs 11 UP TO Zx4 3x6 2x4 2x4 3x6 f 4,6 2x4 t --� MAX. 6-0-0 D.C. (TYP) MAX TRUSSSPACING ��— ----- BELOW � 4 _ SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 92 BOT CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY WEBS: 2X4 SP #3 MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACIN(i- 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 W O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8. O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 1X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt GA TESTED PER ANSI/TPl 14995 . : ^ collt. Support "r'r,"A l IM V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Draclog shone on th)s drawing L not efectlon bracing. wind bracblg. Put4a1. btachlg or sku0ar biacnlg which is a. Part M he btdldtng deslgu and r.1Ueh must br. cansldeml by the bu0dlug deli p. s do (s for latent support d biro--s meiotrrs only to reduce buektbtg Ten tor. made to ariclwr lateral bndog at ends ands parer. Bracing AddfOanat bracing of the- m end s4uciruc P"cfOed IoelUons drtennfner tr/ t.hr. buddhi rd-f be fituss Plate InsUlute. IPI. Ls Located at 583 D'Un.0lorUrfve. s— flora, WsFo its 53719fg grace AM H4171, QREF-LCf.'UORSC:I7T.E d,(77;UC1+,i Shlils @ 6-0-0 O.c- Dwg: Dsgur: T'LX Calk: T'C Lice 16.0 p5r TIC Dealt 7.0 psf BC uVe 0.0 psf 13C Dead 2.0 luf LaThL psf as - Truss ID: VT Date: 4-11-01 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O-C. Spacing: 24-0" Design Criteria: TPI Code Dese: all. fir l,M HIP BLOCKING MARONDA SYSTEMS DESIGN INFORMATION This dmoi is for an ladiyWital building mmpaahene and Iws been based on Infomwtfen provided by the eflent Tiro designer disrJalms — any reap -briny for danvg.:s — a -It of fanny or m"'ecl bderrmlbm spec(I©uors and%or d-igns ttrodshed to the truss destgner by the cknt and the correctness or accuracy of thf. h.foraau.n — h m.y ..tote ran . aPe- ciftc project and accepts no responsbf8ty or ee 'se, no eadml with regal d to fabaa- Ilo, handling. shttanent and Inst.H."on of t--. Tbb trw. has been .1—Igned as an Indk4dual building tamponenl In secordance wills ANSIlmf 1-1M and NDSIncorporated to be part at the building design ly a cud ding D<sW—lretpst ed architect. - professional englneerl, Ighan re-N—ed tar apprm,hl by the buadhg designer. the design L.adtngs sh -n .hat be checked to be sure tbnt the data shount we In agreement with the local building codes, loud dimatle r000rds for wind or snow Marls. pmjed speeUlotibrs or special applied loads. Unless shown. truss has not been designed for storage or cc oupsftey bads. The design as*unms eonhpres;l a chords (top or baton] are conunu- aysly braced by sheathing undo- outernsse specaled. Where bottom chonls in term— ate not fully braced laterally by a fooperly appled right eeaing, they should be braced at a 1.1—krunn sP—Ing of 10,-0- o.h_ Connector pWes shall be M—lactured Iron 20 gauge hot dlppcd gabunfeed steel meetb.q RSTh[ A 653. Grade 40. unlera ot.enHae shown. FABRICATION NOTES Pe— to F.b.k..Uan, the l bor for slue rey,kw this d—ing to verify that this drawing is In conformance s wllh the fabricatnes plarand to r .. a eonunuMg rap—lbd(ty for such r.'F fi-". . Any, dhv "ncke are to be put rah -fttng before cutting or fabdeathm, Plat- -Ma not be l--aped o.er knotholes, knots - distorted grain. Members shill be cut for tight fRtbng wood to Mood bearing. Con- nedar plates .has be loeatr:d ran both races of the truss with Daft fully imbedded and shall be sym. about the joint unless otherwtse shhown, A 5.4 plate f- 5- hail. x 4' long. A 6x8 plate Is 6 wide x Ir long_ Slots (hot -)ran Pantlel to the Ptak length specs ied. Donhk cols on web members shall meet at the eentrold of the webs unless oche —Ise shoos, Conned,- plate stm arc mMimuun sh- hsed on 1 he F—es shown and may need to be b en ased for ccltakh hand- ling and/or etedfon stresses. Thhlswas is noI to be F.brtated with fire retardant treated luauber unless nth—l.. shown. For additional Infamnaan .rt anainy con" refer to ANSitm 1-19Z PRECAUTIONARY NOTES All braekhg and ..cobra recon,m<nd.U— are to be foll—d In acemd-- _"-Handdng bhstagbng h Bncba�, nt8-91. TTusa- ate to be handled aith partJ-1- are during lrandtng and b.u.dlbhg. dell—y and I—allad.n to .-id damage. or Tnnpary and permanent bneu g for h.Mbhg tnwa- k.. s(-Wd and plumb pas - Won and for r—fstk,g lateral hire -.thou be designed and Installed by oUn m. Careful hand- ling tr essentbd and -ection bracing Is alan)s required- Normal preoutbttary actlim for tn<s- -TAr- such ttTol-wT bracing during InaWlaWn 6etweea trusses to amid toPpang said dao.k.a A. Th<a..P... .. r._tfan or tn— shah be t-der the —.t.ot d persons -perkrxed in the trstaitataan of (ranS-CS- Pouksstonat acute. shall be sought lr needed. Cont-enuatbrr d cartstructlohr loads greater than the deslgn toads shall not be applied to Ines at any tine No Lads other than the tv<Ight el the ­-E.- sh.n I- appltt't to In . o nnuf after all last<nhyl a,al h,acung 1. uuhPtetcd- HIP GIRDER 2x OF WO: HIPDETAIL TI: HIP QTY.I BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN OSB NOT TO EXCEED 24"O.C. 0 BE NAILED TO TRUSSES wl c 12't ON CEN. STAGGERED PRE—ENG'D TR TOP WALL OF BUILDING T Y IC llJL BL 0C 11,I V V.J FOR SHEA THING ll I V G ON STEP HIPS Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. UCENSE #W50f768 'ego crteeNeitlmtt CF.oneoGXL_32 7 nor Oetign: AfafrU Analy r WARNING: READ ALL NOTES ON THIS SHEET-. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 8raeing shown on thtg drawing is not enruon bruclo f. wend bracing. pnrfal bradfhg nr .kni}ar txaeing whicb is a Pan of the bufldMg design and 0od, moat b< considered bl- one budding dextgner. n,acb.g sh.— h for lateral support of lnss members anh• to reduce bucwtng Imgth. FTaaisfoahs must be made to vurhor lateral bractrhg at ends and sperllid t —tt— determtned by one buddf,hg des(per, Additonai bracbrg of the overag structure mar ix n q.t ed. 45ee It18-91 of TP71- (rhos TPI, Is bested at 583 O'Oudrto Dale. M dlsoa, lvtseonsin 53719). JOB E4711: Cr17FF-7fW.1f77A5(i%;-r.f,ifu�tnc Eug- Job: Dwg: Dsgnr: TLY Cblt: TC Lime 16-0 psf TC Dead 7.0 p.-r 13C Live 0.0 PSf BC Dead 10.0 psf "I-OTAL 33.0 nsf Truss ID: HIP Dale: 10-20-00 DurFac -Liar. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Dese: DESIGN INFORMATION This design is for an Individual building component and has been based on Infam uon Provided by the client. The designer dtschurns anY responsibility for damages as a result of faulty or tricoriect Informatlorr. specincituon. and/or designs (umished to the truss designer by the client and the cortectness or accuracy of this Information as Itmay relate to a spe- cffk protect and accepts no responsibility or ezer 11 no control with regard to lab rica- iton., handling, shipment and installation of misses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Irncorporated as part of the building design by a Building Designer (registered architect or prufesslonal engineer). When reviewed for approval by the building designer. the design loadings shown, must be checked to be sure that the data shown are in agreement with the local building codes, kcal clhnatic records for wind or snow loads, proJeel specincaUons or special applied loads. Unless shown. truss has not been designed for storage or occupamy loads. The design assumes compression chords flop or bottoml are conUnu- _ly braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid-111-9. they should be braced at a maxbnum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASllti 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 Um fabricator's plans and to realize a wictinutng responsibility for such verl. matt- Any discrepancies are to be put in writing before cutting or fabrication, Plates shall not be Installed over knotholes. knots or dletorted grain. Members shall be cut for light rating wood to wood beartng. Con- nector plates shall be locatedon both faces of the tmss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sa4 plate is 5' wide x 4" long. A 8x8 plate is 6- wide .v 8' long. Slots (holest inn parallel to the plate length apectried. Double cuts onweb members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes arc min inum sizes based on the force shown Ind may need to be increased for certalrt hand- "" and/or emetton sues,,, This truss is not .o be fabricated with fire retardant treated umber unless otherwise shown. For add]U.n.1 nfonnanon on Auanty Control refer to ANSI/TPJ 1.-I995 'RECAUTIONARY NOTES 11 bracing and erection reconunendattom are I be followed In accordance with -Handling nstalling & Bmctng-. H18-91. Trusses are to e handled with particular care during banding ad bundling, delivery and installation to avoid soilage. Temporary and permanent bracing ,r holding trusses In a straight and plumb pos- kn and for resisting tateral forces shall be migned and installed by others. Careful hand, 19 is essential and erection tracing is always clucked. Norval precautionary action for ussn requires such temporary bracing during stallatlon between trusses to avoid toppling Id dominolcig. The supervision. of erection of Isses shall be under the control of persons perleaced in the Installation of trusses. ofesswnal advice shall be sought If needed incentration of construction fonds greater In the design loads stall not be applied to tsses at any time. No loads other than the lght of the erectors shall be applied to zses until after all fastening and bracing mmpkted. - .--... • "` �- .r f% .. I wry urUt I U.L. TOP CHORDS: 2x6SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in MD zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 r6.U0 T 4X6 4-I4-8 0-6-6 .Y� 3X4 5X6 Face = 0-2-8 3.UU 0-8-U WO: CHEC3 WE: This 4-PLY Hip Master designed to carry 11' 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4-PLY TRUSSf fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" o.c. shall be installed on TC3BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# --TC... FORCE. 1- 2 -13806 2- 3 -16526 3- 4 -20882 4- 5 -20882 5- 6 -24952 6- 7 -24952 7- 8 -20881 8- 9 -20880 9-10 -16525 10-11 -13806 4-PLYS REQUIRED .-CSI -BC... 0.25 22-21 12242 0.68 0.27 21-20 12998 0.66 0.16 20-19 16654 0.66 0.17 19-18 23651 0.92 0.20 1.8-17 23651 0.70 0.20 17-16 23649 0.70 0.17 16-15 23650 0.92 0.16 15-14 16653 0.66 0.27 14-13 12997 0.66 0.25 13-12 12241 0.68 2-5-4-0 6 T_ TI: A QTY:4 =_ ====Joint Locations=====_==_ 1) 0- 0- 0 2) 4- 2-14 9) 32- 8- 0 17) 10) 35- 9- 2 --_--_ 20- 0- 0 3) 7- 4- 0 4) 11- 6-11 18) 11) 40- 0- 0 19) IS- 9- 5 11- 6-11 5) 15- 9- 5 12) 40- 0- 0 20) 13) 35- 9- 2 21) 7-10-11- 6) 20- 0- 0 7) 24- 2-11 14) 32- 1- 5 22) 4- 2-14 0- 0- 0 8) 28- 5- 5 15) 28- 5- 5 16) 24- 2-3.1 _--__-__-__ TOTAL DESIGN LOADS - Uniform PLF TC Vert L+D -46 Frain PLF -1- 0- 0 ----To--- TC Vert L+D -23 -46 7- 4- 0 -23 7- 4- 0 32- 8- TC Vert L+D -46 BC Vert L+D -20 32- 8- 0 -46 0- 0- 0 0 41- 0- 0 BC Vert L+D -3.86 BC -20 7- 4- 0 -186 7- 4- 0 32- 8- 0 Vert L+D -20 Concentrated 32- 8- 0 -20 40- 0- 0 BC Vert L+D LBS Location -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert 0- 4- 0 4660 Horiz Uplift Y-Loc Type 39- 8- 0 4660 0 -1621 BOT 0 -1621 PIN HOT H-BOLT, 8X10 3X6 6X8 'W ) 1OX10 6X8 3X6 8X10 4X6 T 8X14 4X6 8X10 4X6 8X10 0-6-6 4-2-6 4X6 8X14 1-9-11 3X4 5X6 I 3.00 Face = 0-2-8 0-8 0 LL 21 �0 19 18 - • 7 4660# 8.001' 11-0-0 40-0-0 EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR_ OVIEW, FL32716 Design: Matrix Analysis "MMMIMU: 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 ere r{s'rrl lateral supp,,Port Ls fbiaetrig, wind bracing. portal bracing ns similar hraNng sh which fs a Part of the off tdecign and vhkh must be considered by the building designer. Bearing o vn or nrss members only to reduce bw.:kling length. PiUVis{ous must be made {o anchor lateral bracing at ends and specified IocaUons determined by the building designer. fr,uss Plate bin trit to the overall structure nav be required. (See 1lIB-91 of TPq. Cfruss Plate Institute, TPL. is located at 583 U'Ouoino Drive. Mad{san. V,'i<cOnsin 53719Y. JOB PATH: C.-TEE-LOKIHOMEDIR 4660# 8.()0" - 1475AI I I-(1-(1 (R0-10R0-10-10) scale = 0.1595 Eng. Job: W HE Dwg• Truss ID: A Dsgnr: TLY Chet: Date: 6-26-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac -pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01i BC Dead 10-0 PSI` Design Criteria: TPI TOTAL -- 33.0 Ds Code Desc: FLA v-nn -1 __ _-_ _ HCS: 08, 20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on inforn ition provided by the client. The designer dtacialms 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 projectand accepts no rmporulbd1ty or exercises no control with regard to fabrica- tion, handling. shipment and installation of muses. This truss has been designed as an individual budding component in accordance witt ANSI/TPi 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design Imdmp shown most be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow bads. project specdf ci tions or special applied toads. Unless shown, truss has not been destgtud for storage or occupancy bads- The design assumes compression chords (top or bottom) an continu- ously braced by sheathing unless otherwise spectf ed. Where bottom chords in tension ate not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10•-0' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this dewing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verf- fkatlon. Any discrepancies are to be put In writing before cutting or fabrk tin. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood )rearing. Con- nector plates shag be bated on both fan of the truss with malls fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x &- long, Sots (hoks) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Conneclor plate Mms are mint mum sizes based on the forces shown and may need to be increased for certain hand- Itng and/or erection stresses. This truss is 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'Handltng Imbilling & Bracing'. HIS-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 ina straight and plumb pos. Rion and for resisting lateral forces shall be designed and installed by other. Careful hand- ling is essential and erection bracing is always requted. Normal precautionary action for trusses requires such temporary bracing during hsstallatbn between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shag be sought If needed. Concentration of construction bads greater than the design bads shag notbe 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 compieted. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: TI: AA TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 466# Support 3 443# MAX LIVE LOAD DEFLECTION: L/857 at Kid -panel # 1 L=-0.07" D- 0.00" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 4.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -92 0.51 4- 3 -1 0.27 2- 0 29 0.07 3- 0 0 0.22 1 17# 1 36# QTY:1 _ ==========Joint Locations=====__==et__ 1) 0- 4-14 3) 4- 6- 7 2) 4- 6- 7 4) 0- 4-14 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 4- 8-15 BC Vert L+D -20 0- 0- 0 -20 4- 8-15 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D -36 2- 0- 5 TC Vert L+D -45 3- 9- 1 BC Vert L+D -8 1- 4- 4 BC Vert L+D -19 2- 0- 5 BC Vert L+D -24 3- 9- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7-11 111 0 0 TOP H-ROLL 0- 7- 3 3 181 -466 HOT PIN 4- 7-11 214511 0 -443 BOT H-ROLL 4-8-15 1 2 r 3.33 1-9-9 301# 14.42" 111X 1.501r is 1-10-9 4-8-15 200# 2 50" (R1-10-7)Die 8# 19/I 24iY C/L: 4- -11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1 5 Over 3 Supports scale = 0.9915 �Maronda Systems 4005 MARONDA WAY SANFORD, FL.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1006 vANNE56A. OM(MEDO.F1_32766 WAKNfNG: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEC3-- A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: AA CONTRACTOR. Dsgnr: TLY Chk: I Date: 4-24-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing o, similar bracing TC Dead 7.0 psf DurFae -Pit: 1.25 which is a part. of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckiumg length. Provisions must be BC Live o.0 p O.C. S24.0" Spacing: P g• made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the ovemd structure may be required. (See H18-91 of T'Pit BC Dead 1U.0 psf Design Criteria: TPI frnrss Plate Institute. Till. Is located at 583 D'On4rio Drive. Madison. Wisconsin 53719). Cade Dese: FLA TOTAL 33.0 psf HCS: 08.20.02 i DESIGN INFORMATION I This design is for an Individual budding component and has been based on Information ( provided by the elfenl. The designer disclabns any responsibility for damages as a result of I faulty or incorrect information. specifications and/or designs furnished to the truss designer iby the client and the correctness or accuracy of this infornnation as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- [ion. handling.shipment and Installation of trusses. This truss has been designed as an j individual building component In accordance with 1 ANSI/TFI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archftect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown ! must be checked to be sure that the data shown are in agreement with the local building codes, kcal eihrratlerecords 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 braced by sheathing unless otherwise j specified. Where bottom chords in tension an not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 19-0' 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 isin conformance with the fabricator's plans and to realize a continuing responsibility for such vet- '' {!cation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be betted on both faces of the truss with runtb 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 (holesl run parallel to the plate length specified. Double cuts on web In embers shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are minimumstress 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 WormaUon 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 bandtng and bundling, delivery and InsWlalion to avoid damage. Temporary and Permanent bracing for holding trusses. In a straight and plumb pos- Wonn 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 requtres such temporary bracing during Installation between trusses to avoid toppling and dornInoing. The supervision of erection d trusses shall be under the control ofpersons 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 bads other than the welgbnt of the erectors shall be applied to I—— until after ail fastening and bracing Is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 L--0.49" D=-0.50" T_-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 .00 T 5-0-8 0-6-6 Face = 0-2-8 3.00 0-8-1) 1 1 6X8 WO: CHEC3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V- 125oph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl Le, 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC...FORCE ... CSI 1- 2 -4073 0.63 12-11 3664 0.76 2- 3 -5333 0.61 11-10 3665 0.64 3- 4 -5387 0.51 10- 9 5402 0.83 4- 5 -5372 0.61 9- 8 3664 0.65 5- 6 -4072 0.64 8- 7 3663 0.76 4X6 Sxin TI: B QTY:1 __- ====e: ===Joint Locations=====____===___ 1) 0- 0 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 5-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0 0- 0 ----MAX. REACTIONS PER BEARING LOCATION---— X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 55 -988 BOT PIN 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1007# 4ve Q 5X6 T 0-6-6 4-10-6 F 3.00 Face = 0-2-8 1 8-3-11 22-0-10 8-3-11 1 1366# 8.00" 10 9 7 1-0-0-0 40-0-0 1366# 8.0011 (RO-10-10) I -1-0--00 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPPI'I 1-1995 (' RO 10-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng, Job: WO: CHEM aron a SyStemS L A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. Dsgnr: TLY Chk: Date: 4-24-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SA NFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which N a part of the building desigrn and which must be considered by the bufklbrg designer. Bracing TC Dead 7.0 psf Durfae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0m TOMAS PONCE P.E. made to anchor lateral bmchng at. ends and specified locations determined by the budding designer. Additiorul bracing ofDeSI the overall stre ructumay. be required- (See HIS-91 of TPI). BC Dead 10.0 psf n Criteria: TPI LICENSE #0050068 MUSS Plate Institute. TPI. Is located at 583 D'Onof io Drive. Madison. Wisconsin 5371% ,./g Code Desc: FLA 1005 VAME-SSA DiLOVIEDOTI-32766 TOTAL 33.0 psf V:09 5.02- 21 4 ' - Design: Mara Analysis JOB PAIN: C:ITEE-(ORI/fOMEUIR . HCS' 0&20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a mutt of faulty or incorrect information, specifies isom and/or designs furnished to the truss designer by the client and the currecUnesss or accuracy of this Information as it may relate to a spe- cille project and accepts no responsibility or -em-es no control with regard to fabrica- uon. 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 fregstered ambaect or professional englne rd. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. kraal climatic records for wind or snow loads. project spectfitations or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maxtrnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvard-d 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 wri- gcatlon. Any discrepancies are to be putin writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tnrss with nails fully imbedded and shall be sym. about tine Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6' wide x 9' long Slots Ihohcs) run parallel to the plate length specified. Double cuts on web members shag meet at the centrotd of the webs unless otherwise shown. Connector plate sties arc minimum sties 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 guallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bractg Is ahvays 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. Professlonal advice shag be sought if needed. Concentration of comtructbn bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the evertors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 WEBS: 2x4 SP #3 All COMPRESSION fords 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. Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/908 at JOINT # 6 L=-0.51" D--0.53" T--1.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.51- MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.25" RMB - 1.00 T 5-0-8 0-" �TY I WO: CHEC3 WE: 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the ceagtosite 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- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONIMMON PER SCHEDULE: Support 1 787# Support 2 757# -TC ... FORCE ... CSI --BC... FORCE ... CSI 1- 2 -9553 0.37 20-19 8500 0.77 2- 3 -11570 0.43 19-18 8756 0.78 3- 4 -14193 0.20 18-17 10809 0.52 4- 5 -14196 0.23 17-16 16582 0.83 5- 6 -17152 0.30 16-15 16582 0.87 6- 7 -17150 0.32 15-14 13674 0.71 7- 8 -13301 0.18 14-13 8940 0.47 8- 9 -9568 0.33 13-12 7324 0.66 9-10 -7989 0.29 12-11 7106 0.65 2-PLYS REQITIRED Ti: 81 ATY:2 = ===�=== Toint Locations=== ..... =... 1)0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2- 0 3) 8- 8- 0 10) 40- 0- 0 17) 11- 8- 0 4) 11- 8- 0 11) 40- 0- 0 18) 9- 0-11 5) 16- 2- 0 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-11- 5 20) 0- 0- 0 7) 26- 0- 0 14) 26- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLP From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 11- 8- 0 BC Vert L+D -126 11- 8- 0 -126 20- 8- 0 BC Vert L+D -20 20- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -845 11- 8- 0 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 3207 -28 -787 BOT PIN 39- 8- 0 2716 0 -757 BOT H-ROLL 8X10 3X6 6X8 10X10 6YR RYtn Face = 048- 3 00 -2-0 _{ 08-0 3208# 8.00" -- - 1-" Comi'W) A ES (12) 2X4 8451J 40-0 EXCEPT AS SHOWN PLATES ARE TL20 GA D PER ANSUTP[ 1-1995, 1394N Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 LOOS VANNESSA UR.OVIEDOX1.37766 Design: Matrix Amlysis mlAKriln%j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the b.6di ng designer. Bracing Shown B for lateral support of truss members only to reduce buckling length. Provisions must be made to anuhar lateral bracing at ends and specified location deternuned by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPI). Mrrrss Piste Institute. M. Is located at 583 D'Orroirlo Drive- Madison. Wisconsin 53719). 108 PA7I1: C:I7EE-LOKUiOMED/R -6 0000 6X8 0-6-6 4-10-6 TT� I 1 3 00 Face = 0-2-8 080 2716# 8.0011 1L -0-0 j"(-Ro-trio) scale = 0.1595 Eng. Job: Dwg: Truss ID: B 1 Dsgnr: TLY Chk: Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psi' O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 5.0 -21949- HCS: 08.20.02 DESIGN INFORMATION This design is for an indtvdual building component and has been based on infonnallon 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 mfomntion as It may relate to a spe- eNk protect and accepts no responslbdtty or exercises no control with regard to fabrica- tion. handling. shipment and (nstaHation 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 Desfgner (registered architector professional engineers. 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 bml building codes, local climatic records for wind or some toads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy toads. The design assumes Compression chords (top - bottom) arc eonttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10`4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabri-ton s plans and to realize a continuing responsibility for such vert- gcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knahol-, 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 nags fully imbedded and shall be sym. about the joint unless oth—tse shown. A 5x4 plate Is 5- wide x 4- long. A 6.8 piste is 6- wide x 8- long. Slots (holes) run parallel to the plate kngth specifted. Double cuts on web members shag meetat the centrod of the webs unless otherwise shown. Connector plate sizes an 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". HIS-9 1. Trusses are to be handled with partkuhar care during banding and bundling, delivery and installation to avow damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Rion 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 requires such temporary bracing during installation between ttttsses to avoid topping and dominofng. The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to trusses al any time. No loads other than the weight of the erectors shag be applied to trusses unW after ail f-t—ing and bracing Is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ter 0.00" RMB er 1.15 2-1-3 T 0-6-6 1 WO: CHEC3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 75 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, Vs 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W- 3.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -27 0.35 4- 3 0 0.26 TI: BB ATY:6 = --joint Locations=== 1) 0 2 =7 3) 3-10- 6 2) 3-10- 8 4) 0- 2- 7 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 9- 4 83 75 -216 TOP PIN 0- 4- 0 200 97 -383 BOT PIN 3- 9- 4 45 0 -28 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCBMULE: Support 1 383# Support 2 210 Support 3 28# 3-10-8 11 1 2 4 0000 3-10-8 4 3 200A 8.00" 83# 2.50" 1-7-2 I 45# 2. or (R1-7-0) �e 3-10-8 C/L: 3 9-4 EXCEPT AS SHOWN PhATES ARE TLZO GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.0004 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 1f0050068 1005 VANNESSA DQOVIEDOYL37766 Uesigit: Morris Analysis UYAKIVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown onthis drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a pad of the budding design and which must be considered by the building designer. Bracing shown is for talent support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spect ied locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI- is located at 583 D'OnohW Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDlR Eng. Job: DWg: Dsgur: TLY Chk: WO: CHEM Truss ID: BB Date: 4-24-03 TIC Live 16.0 psf DufFae - Or 1.25 TIC Dead 7.0 psf DufFae -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 2- 2 - e HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsiblgty, for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracy Of this information as it may relate to a spe- cific project and accepts no responsibility or exerelses no control with regard to fabrica- tion. handling. shipment and installation of IrtltSes. This truss has been designed - an Individual building component In accordance Witt ANSI/TPI t-1995 and NDS-97 to be incorporated - part of the budding design by a swirling Designer treglstered arehit a or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the datashown arc in agreement with the local bufidtng codes. local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage - occupancy foals. 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 tilled 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 ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such val- f cation. Any dbaepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed ova knodioles. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nags fully Imbedded and shag he sym. about thejolnt unless otherwise shown. A 5x4 plate is 5" wide x 4' long, A 6x6 plate is 6" wile x 9- long. Slats (holes) run parallel to the plate length specified- Double cuts on web members shag meet at the centroid of the webs unless otherwise shown. Connector plate sizes 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 bmctng and e-dion recortunendatfons arc to be followed in accordance with 'Handling Installing lie Bracing. HIB-91. Trusses are to be handled with particular care during banding and b ndIU4 delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- t en and for resisting lateral forces shag be designed and installed by others. Careful hand- ing Is essential and erection tracing Is always requied. Normal precautionary action for trusses requiressuch temporary bracing during Installation between trusses to avoid toppling and dominobV, The supervision of erection of trusses shall be under the control of persons expertenced in the installation of trusses. Professional advice shad be sought if needed. Concentratlon of construction loads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COWRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB = 1.15 T 5-8-8 a6-6 TT� I WO: CHEC3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace saint extend at least 90% of web length 2x6 Brace rehired on any web over 141-0". WndLod per ASCE 7-98, C4C, V- 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI--BC... FORCE ... CSI 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3597 0.64 3- 4 -4925 0.60 8- 7 3596 0.64 4- 5 -4018 0.67 7- 6 3614 0.72 TI: C QTY:1 ------ $=== -- -===Joint Locations=-=_______ 1) 0-0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 10-0-0 11 20-0-0 10-0-0 11 1 1 3 5 Q 6X8 8X10 6X8 Face = 0- 3 (W--4 =I 0-8 -6 6XAN, 3•00 Face = 0-2-8 0-80 1 9-7-11 194-10 9-7-11 1 8 1366# 8.00" 613661f 8.0()" Comt;1-0-0 40-0-0 �1-0�0 ) A ES (12) 2X4 (1 10) EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 T (14aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DFLMIEDO.iL32766 Design: Marra Analysis WwKNING: 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 destgrm and which most be considered by the budding designer. Bracing shown IS for lateral support of truss members only to reduce buckling length. Provisionsmust be made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may he required. ISee HIB-9l of TPg. !Truss Plate Ins(Itute. TPI, is located at 583 VOnufrdo Drive. Madison. Wisconsin 53719). JOB PATH: C: UEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEM Truss ID: C Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: 9 1- 1 HCS: 08.20.02 DESIGN INFORMATION TW design is loran IndtAlual budding cwnponent arrd has teen based on irdumnauon provided by the client- The designer disclaims j any resporuibtilty for damages as a. result of iI fatdty or Incorted information. specifications Y and/or designs furnish d to the truss desilp er jby the client and the correctness or accuracy of this Information as it may relate to a spe- j clflc project and accepts no responsibility or rxerclses no control with regard to fabrica-tion. handling. shlp"ncnt and installation of busses. This truss has been designed as an individual building component in aceordamm with j ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Building. Designer (registered a:-lotect or professional engineer). When revteweci 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 specHlcattons or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords ltop or bottom) are conunu- ously braced by sheathing unless otherwise specified.. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cefling, 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 otherwis. shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricators plans and to realtze a continuing responsibility for such veri- flcatlon. Any discrepancies am 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 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 (holed run parallel to the plate length specified. Double cuts on web manbers shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are min.(mum sizes based on the form shown and may need to be Increased for certain harrd- ling andJor erection stresses. This truss Is rwt to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendauons are to be followed In accordance with 'Handling Instaptfng & Bracing'. RIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ubn and for resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Lialways required:. Normal precautionary action for !roues requires such temporary br sci g 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 bads greater than the designbads shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to tresses until aver all fastening and bracing is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS$ 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB = 1.15 5-8-8 0-6-6 WO: CHEC3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". WndLod per ASCE 7-98, C&C, V= 125mph, He 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W= 40.0 ft Truss in TNT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CST ..BC ... FORCE ... CST 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3597 0.64 3- 4 -4925 0.60 8- 7 3596 0.64 4- 5 -4018 0.67 7- 6 3614 0.72 TI: C1 9TYA ­=­ - =0- = =======_ Joint Locations___==___= 1)0 0-=0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 992# Support 2 1011# 10-0-0 20-0-0 10-0-0 3 5 Q 6X8 8X10 6X9 Face = 0493 W_-0 s{ as Q 5X6 3•00 Face = 0-2-8 r I 9-7-11 11 194-10 1 8 6 1366# &00" 1366N 8.00" 1-0-��0�,� 40-0-0 1L -0-0 Cd Y'ir) A S (12) 2X4 (R0-10-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 (t_4aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0004 Fax (407) 321-3913 TOMAS PONCE P.E. LICL-NSF lf0050(M 1005 VANNESSA DROVIFDOXI-32766 Design: Manx Analysis WAKMIrttl: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing, portal bracing or similar bracing 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 kngum. Provisions must to made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H IB-9I of TPI). (Truss Plate institute. TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. JOB PAIR: CATEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgitr: TLY Chk: WO: CHEM Truss ID: C1 Date: 4-24-03 TIC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.01' BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V 9.05 02- 21 2- 4 HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages - a result of faulty or Incorrect Information. specifications andlor designs furnished to the truss designer by the client and the correctness or accuracy of this information as tie may relate to a spe- cific project and accepts no responsibility or -erebes no control with regard to fabrlca- (ion. handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance will ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineerl. 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 cilma.Uc records for wind or snow bads. Project spectfkations - special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) an continu. ousty braced by sheathing unless otherwise sWilled. When bottom chords In tension an not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is to conformance with the fabrlcator's plans and to nallze a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood l0 wood bearing. Con- nector plates shall be heated 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' king. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrod a the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certainhand- ling and/or erection stresses. This truss B not to be fabricated with lire retardant treated lumber unless otherwise shwa. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection ncommendatlons are to be followed In accordance with "Handling Installing @ Bracing". HIB-91. Trusses are to be handled with Particular rare durtng 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 rest ting tteral fovea shall be designed and Installed by others. Carefultand- Ung is essential and erection bracing in always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domfnofng. The supervision of erection of trusses shall be under the control of persons experienced In the istallation of trusses. I'mfesstonal advice shall be sought Ifneeded. Concentration of construction bads greater than the design bads shall not be applied to Irusses at any time. No loads other than the weight of the erectors shall be applied to trusses unto after all fastening and bracing Is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 1-4-7 0-66-6 WO: CHEC3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cosgrosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, He, 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft W= 1.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -11 0.07 4- 3 0 0.04 Ti: CC QTY: i ----- ===J== oint Locations===___=___=== 1) 0- 2 7 3) 1- 8- 4 2) 1- 8- 4 4) 0- 2- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 7- 0 36 32 -96 TOP PIN 0- 4- 0 128 40 -249 BOT PIN 1- 7- 0 19 0 -11 BOT H-ROLL PROVIDE UPLIFT CONNECPION PER SC21EDULE: Support 1 249# Support 2 96# Support 3 ll# 1-8-4 1 2 Q 1-8-4 4 3 1-7-2 129# 8.0011 36# 2.50" (RI-7-0) 1-84 19# 2. 'r EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 1- -0 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.1`1_32766 Design: Mainz Andysis WiFiKNIn4: 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 crectlon 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 wily to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-9I of TPI). (Truss Plate Institute. TPL is located at 583 D'Onottio Drive. Madison. Wisconsin 537191. JOB PAL7i: CaTEE-L0KI110UEDIR Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5329 Eng. Job: Dwg: Dsgnr: TLY Chic: Truss ID: CC Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: 5 - 2 HCS: 08.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Wonumiun provided by the client. The designer disclaims any responsibility for damages as a result m( faulty or brcorrect bdormatlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cilk- project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This nvss has been designed as an Individual budding component In accordance wftt 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 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 loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specled. Where bottom chords in tension are not fully braced laterally by a properly applied rtgld cefdng, 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 st.o 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 realtm a continuing responsibility for such veri- Bcallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing, Con- nector plates shad be located on both faces a( the truss with nails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' ling. SI.Ls (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 at- - 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 lnf.-mi n on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling imtallb/g h 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 L. a straight ..it plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- Wg Is es-ntal and erection bracing is always required. Normal precautionary action for trusses mclubes such (miporary bracing during Installation between trusses to avoid toppling and dominating. The supervision of erection of trusses shad be under the control of persons cgxrfenced In the Installation of trusses. Professknnal advice shag be sought if needed.. concentration of construction bads greater than the design bads shad not be applied to trusses at any time. No loads other than the wmight of the electors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 6-4-8 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI--BC... FORCE ... CSI 1- 2 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.50 13-12 3584 0.71 3- 4 -4342 0.54 12-11 3483 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.50 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3536 0.78 TI: D ATY:2 ==============Joint Locations= ===___ =a 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 HOT H-ROLL 11-4-0 174-0 11-4-U 1 2 4 6 6 0000 6X8 8X10 6xR Face = 049 0-8 �00 5X6 6-2-6 0-6-6 TT� 1 1 3.00 Face = 02-8 1 10-11-11 16-8-10 LO-11-11 1366# 8.00" 13 1 Y1 1 9 8 1-0-0 1366# 8.00" 40-0-0 �,1-0-0 cd�) n (12) 2x4 rcRa-Halo) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVI.EDO.Ft-32766 Desifn: Maid{ Analysis vnAKr41r4V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracbn9 shown on this drawing is not erection bracing, wind bracing. portal bracing or stmflar bracing which is a fart of the building design and which must be -sid-ed 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 regrrued. fSee HIB-91 of TPg. rrruss Plate Institute, TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). MR OLT,W r n v.unr,rn,n Eng. Job: Dwg: Dsgnr: TLY CK: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: D Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 1 DESIGN INFORMATION This design Is for an Individual building I 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 corteetness or accuracy of this Wormatlon as It may miate to a spe- cific project and accepts no responsibility or exerefses no control with regard to fabrics - lion. handling, shipment and Installation of basses. This truss has been designed as an individual building component in accordance with ANSI/TPI t-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 are In agreement with the local budding codes. local climatic records for wind or snow loads. projectspecifications or special applied loads. unless shown. thus bas not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottoml are conurru- ousiy 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 Ia-0" o.c. Connector plates shall be manufactured from 20 gouge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify thatthis drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knothoin. 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 nads fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is 6' wile x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minbnum 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 fabrialcd with fire retardant treated lumber unless otherwise shown. For additional lnfonnation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding tosses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normalprecautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domim U4 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 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. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS- 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION - Tat 0.00" RMB = 1.15 1-10-7 T 0-6-6 CHEC3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 60 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, FScp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W- 2.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 20 0.11 4- 3 0 0.08 TI: DD QTY:1 __ ===Joint Locaticros========a=====_ 1) 0- 2 0 3) 2- 1- 0 2) 2- 1- 0 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 45 60 -118 TOP PIN 0- 4- 0 120 77 -224 HOT PIN 1-11-12 24 0 -17 HOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 224# Support 2 118# Support 3 17# 2-1-0 1 2 6.00 2-1-0 4 3 120# 8.0011 45# 2.5C0" L 1-1-9 2-1-0 2On (R1-1-7) I C/L: 1- 1-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.1243 VVJ%KW11r4 : READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHECY Mdf Onda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: DD CONTRACTOR. Dsgur: TLY I Chk: Date: 4-24-03 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf Durfae - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length.. provisions must be BC Live 0.Q psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of tine overall structure may be required. (See HIS-9I of TPiI. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (muss plate Institute. TPI. is located at 583 D•Onofrto Drive. Madison. Wisconsin 537191. Cade Desc: FLA 1005 VANNF-SSA DROWEDO. FL32766 TOTAL 33.0 psf V:09 - t Design: Molar Andysis JOB PATH: CaTEF-LOKIHOMEDIR HCS:• 08.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or arxuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no controlwith regard to fabrica-tion. handling, shipment and Installation of trusses. This truss has been designed as an j Individual building corponent In accordance witt ANSI/TPI 1-1995 and NDS97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When r-fewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. localclimatic records for wind or snow loads. project specifications or special applied loads- ] Unless shown. truss has notbeen designed for storage or occupancy bads. The design assumes cornptnslon 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 eeWng. they should be braced ata maximum spacing of 10'O" O.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing 1s in conformance with the fabricator's plans and to rmllu a continuing responsibility for such ved- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the thus with nads fully Imbedded and stall 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 Ihoksl 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 slzo are minimum slur based on the forces shown and may need to be Increased. for certain hand- ling and/or erection stresses. This truss Isnod to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with'Handling installing h Bracing'. 1ilB-91. Trusses are to be bandkd with particular mm 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 regnnlmd. 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 lnrsses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shaft 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 (ROADS: 2x6 SP #2 BUT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL_ 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4002 0.55 14-13 3591 0.79 2- 3 -3689 0.51 13-12 3629 0.69 3 4 -3880 0.45 12-11 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.51 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 --=- --- =Joint Locations=====_ _ _ = 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 12-8-0 14-8-0 12-8-0 1 2 4 6 Q 6X8 3X4 6X8 7-0-8 0-6-6 TT� 1 Face = 048 12jW 3 A.3 6-10-6 0-6-6 Tr� I 3,00 Face = 0-2-8 >2-3-11 140-10 12-3-11 11 13 1 11 9 g 1366k 8.00" 1366#f 8.00" 1-0-0 -� - 40_0_0 �1.-0-0 Cd�A S (12) 2X4 (1 RO-LO-10)� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE, #0050068 1005 VANNESSA DMOVIEDO.Ft.32766 Design: Matrix Analysts WAKNINV: 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 erectionbracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bmcbrg shown is for lateral support of truss members only to mlutt buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmctng of the overall structure may be required. (See HIB-91 or TPd. frruss Plate Institute. TPI. Is located at 583 D Onefrlo Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKWOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHECK Truss ID: E Date: 4-24-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TIC Dead 7.0 psf Durfae - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Psi I V• 02- 219 - 1 HCS: 08.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Worm -tin as It may relate to a spa cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance .nth ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional englneerl. When reviewed for approvalby 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 spers(icalbrs - -pedal applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latently by a properly applied rigid idling, they should be braced. at a. maximum spacing of 101-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galrantzed 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 conibr ance with the fabricators plans and to realize a continuing responsibility for such verb Ocation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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 (holesl run parallel to the plate Length specified. Double cuts on web members shall meet at the centruid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may creed to be increased for certain hand- ling and/or erection stresses. This tress Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional irJo Um 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 partfcular ®re during banding and bundling. delivery and Instal auan to avoid damage. Temporary and permanent bracing I'm holding trusses in a straight and plumb pos- nlon and for resisting lateral fora shall be designed and installedby others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dontine". The supervision of erection of tresses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration o(constructlon bads greater than the design bads shall not be applied to trusses at any time. No Loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 1-2-7 0-6-6 WO: CHEC3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coinposite 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. 58.0 ft W= 0.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 6 0.02 4- 3 0 0.01 TI: EE HTYA == =-=Joint Locations=============__ 1) 0- 2 0 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 8- 4 16 20 -44 TOP PIN 0- 3- 8 76 24 -143 BOT PIN 0- 8- 4 8 0 -3 DOT H-ROLL 0-9-0 1 2' 6.00 0-10-14 NA 0-9-0 4 31 77# 7.00" 17# 1.50" 1-1-9 0-9-0 Orr EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE /i0050068 1005 VANNE53A DROVIEDO.FL32766 Design. Mdfru Analysis IIIIAKMMU: 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 la for lateral support of lass members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified bcatiors determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPI). (truss Plate Institute. TPI, Is located at 583 D'Ondrio Drive. Madison. Wisconsin 53719d. JOB PATH: C:ITEE-LOKIHOMEDIR Attach with (1) 10d Toe-NaiLs Attach with (1) 10d Toe -Nails scale = 1.7484 Eng. Job: Dwg: Dsgur: TLY Chk: Truss ID: EE Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf . 2- 2 11CS. OS.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. CHEC3 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client The designer dlsclabns any responsibility for damages as a result a faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracy of this Information as It may miate to a spe- cific project and accepts no responsibility or exemises no control with regard to fabr7a- tion. handling, shipment and installation of trusses. This truss has been designed as an. Indtvdwl building component in accordance with A.NS MI 1-1995 and NDS-97 to be tocorporated as part of the building design by a Building Designer ImOstered architect or professional engineer). Mien reviewed for approval by the building designer. the design loadings shown must he checked to be sure that the data shown ate in agreement with the local building codes. local climatic records for wind or snow loads. protect speclnatlons or special applied bads. Unless shown. truss has no been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are trontinu- o :ty braced by sheathing unless 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'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise sham. 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- flatbn. Any discmpa ictes arc to be put in willing before cutting or fabrication - plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naps fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate 1s 5' wide x 4' long. A 6x8 plate is 6' aide x 8- long. Skits (holes) run pan Hel to the plate Length specified.. Double cuts on web member shall meet at the centrod of the webs unless otherwise shown. Connector plate sizes arc minimum stzes based on the forces shown and relay need to be increased for certain hand- Ung and/or erection stresses. Tlnb truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional information on Qwilly Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recornmendatfons are E. be followed in accordance with -Handling Installing t4 Bracing". HI8-91. 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- Rion and for restating lateral forces shall be designed and installed by others. Careful hand- ' Yung Is essential and erection bracing Is always required. Normal preiiutionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erectkin of trusses shall be resider 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 timb e. No ads other than the welghl of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L--0.30" D--0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 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, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.56 14-13 3627 0.80 2- 3 -3545 0.52 13-12 3656 0.68 3- 4 -3503 0.40 12-11 3195 0.48 4- 5 -3503 0.40 11-10 3195 0.48 5- 6 -3544 0.52 10- 9 3656 0.68 6- 7 -4036 0.58 9- 8 3626 0.80 TI: F QTY:2 === __ =--= = Joint Locations=====a = 1) 0 0- 0 6) 32- 5- 2 11) 20- 0 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BUT H-ROLL 14-0-0 12-0-0 14-0-0 i 2 4 6 Q 6X8 3X4 6X8 7-8-8 0-6-6 Tr� I Face = 0-2T 12-21%0 0-8 Q aAB L 3.00 Face = 0-2-8 tl 13-7-11 11-4-10 13-7-11 1366# 8.00" 13 112 11 1 9 g 1-0-0 Cfj%A 40-0-0 1366# 8.00" �1-0-0 (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 O_RO-10-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng, Job: LMaron a Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cot;: Date: 4-24-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing (a not erection bracing, wind bracing, portal bracing or stir lar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live o.o p O.C. S 24.Qn Spacing: p g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. BC tread 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Orxifno Drive. Madison. Wisconsin 537191. -- Code Desc: FLA I005 VANiESSA DROVIEDO.Ft-32766 TOTAL 33.0 psf ,0 . 2_ Design. Matrix Anatysis JOB PAT/i- CATEE-LOKINOMEDLR L)CS. 09.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer dlsclahns any responsibility for damages as a result of faulty or Incorrect Information, specificatlons and/- designs furnished to the truss designer by the client and the c =tnese or accuracy of this Womalton as It may relate to a spe- cgk project and accepts no responsibility or exercises no control with regard to fabrk.- tkm. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSl/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the bWidtng designer, the design loadings shown must be checked to be suns that the data shown are In aipecrue t with the local building codes. local climatic recoris for wind or snow lads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. Tie design assumes eompresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a ma.•drnum spacing of 10'-O" o.c. Connector plates shall be manufactured frorn 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 dewing to verify that this drawing is in conformance wnlr 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 shall not be installed ov.r 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 tmbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plat.. is 5" wide x 4' long. A 6.6 plate is 6" wile x 8' long. Vois (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cmtroid of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and nay need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TM 1-19% PRECAUTIONARY NOTES All bnctng and erection recommendations are to be followed In accordance with -Handling Installing Q Bracing. 1-1113-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb pos- Itbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essentlai and erection b-ing is always requ= 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 shag be sought 9 needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No loads other than the wetgb( of the erectors shall be applied to trussn until after ail fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 970# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB = 1.15 WO: CHEC3 WE: TI: G QTYA MULTIPLE LOADS -- This design is the ... 0=__ ===Joint Locations=====__= =0- composite result of multiple loads. 1)0 0 5) 31- ... =... 7-12 9) 24- 7- 8 All COMPRESSION Chords are assumed to be 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 WndLod per ASCE 7-98, C&C, V- 1251xph, 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L- 58.0 ft W= ----MAX. REACTIONS PER BEARING; LOCATION --- <- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf X-Loc 0- 4- 0 Vert 1365 Horiz Uplift Y-Loc Type ` Impact Resistant Covering and/or Glazing Req 39- 8- 0 1365 105 0 -970 BOT PIN -1008 BOT H-ROLL -TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -4030 0.58 12-11 3623 0.79 2- 3 -3449 0.48 11-10 3646 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.49 9- 8 3645 0.66 5- 6 -4029 0.60 8- 7 3622 0.79 15-0 0 LO-0-0 15-0-0 1 2 5 6 6 0000 6X8 6X8 8-2-8 0-6-6 Face = 049--- 12-2-03 00 I '� 0-8-0 y 5X6 8-0-6 0-6-6 T7� 1 3.00 Face = 0-2-8 14-8-8 k9-3-0 14 8-8 1 11 1 8 7 1366# 8.00" 1366# 8.00" 1-0 0 40-0-0 1-0-0 Cd,�)P4,A �12) 2Xa la) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.ft32766 Design: Matrix Analysis WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 8mcing shown on This dmwmg Is not erection bmctng, wind bracing, portal b-ing or similar bracing which is a part of the building design and which most be considered by the building desilier. Bracing shown Is for lateral support. of truss members only to reduce buckling length. Provisions must be made to anchor Faint bracing at ends and specified locations deternndned by the building designer. Additional bracing of the overall structure may be required. (See H113.91 of TPg. IT- Plate Institute. TPI, is located. at 583 D'Onoftio Drive. Madison. Wisconsin 537191- JOB PATH: C.I7EE-LOKIHOMED/R Eng. Job: Dwg: Dsgur: TLY Cali: _ - CHICT- Truss ID: G Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Psf V: _ 1 HCS: 0&20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: DESIGN INFORMATION Thls design is for an indi iduaI building component and has been based on WortnaW provided. by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Wornation. specficatons and/or designs famished to the thus designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This tutus has been designed as an Individual building component in accordance with ANSI/TPI (-19%and NOS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professlonal engineeri. When reviewed for approval by the building. designer. the design loadingsshown 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, tnus has mat been designed for storage or occupancy bads. The designassumes compression chords (top or boltoml are cantinu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of IO'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- f1calion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shai le not be installed over knothos. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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' berg. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet atthe centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sues based on lire forces shown and may need to be tnveasei for certain. hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otJwrwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations 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 troSSea In a strafglit and plumb pos- Man and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling b essential and erection bracing Is ahvays required. Normal precautionary action for trusses "ulres such temporary bracing during Installation between trusses to avoid toppling and dominowg. 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. any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bra" Is completed. TOP CHORDS: Ds �•�•a ;i. 2x4 SP #2 2x6 SP #2 2x6 SP #2 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W- 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.00 4-3-15 0-6-6 I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# --TC... FORCE ... CSI 1- 2 -2367 0.50 2- 3 -2302 0.34 3- 4 -2065 0.49 4- 5 -2283 0.34 5- 6 -2348 0.51 ..BC ... FORCE ... CSI 10- 9 2054 0.55 9- 8 2033 0.48 8- 7 2036 0.54 TI: H QTY:1 Locations========_ == 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 4- 0 1381 0 -559 BOT PIN 19- 8- 0 1368 0 -559 BOT H-ROLL I� 7-0 0 6-0-0 7-0-0 -11 2 5 6 Q 5X10 6X8 e2X4 2X4 4-0-6 0-61-6 En 5X6 8X10 3X8 SX6 20-0-0 �l0 9 8 1381# 8.00" 7 1368# 8.00" 1-1-9 � 20-0-0 L,1-1-9 430# 430# [' (R-1-l--7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE ANSI/TPI 1-1995 scale = 0.3010 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-Of)64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOJI-32766 t)-i— M—ir Aaaloric WAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing w similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of tivss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations detemli ed by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPI). rr u s Plate Institute. TPL is located at 583 D'Onofrio Drive. Madison. WLsconsin 53719). Eng. Job: WO: CHEC3 Dwg: Tniss ID: H Dsgnr: TLY Chk: Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf V•no nS no- 3ioAn_ i HCS: 08.20.02 CHESAPEAKE C 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual building component and has been based on bdarmsuan provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. spectficatbrrs 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 ecerctses no control with regard to fabrin- 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 budding design by a Budding Designer (registered architect or professional enghwerj. When reviewed for approval by the building destgner. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow bads, project specH'iattons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compressloa 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 rfgd ceding. they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in cordomrance with the rabrfatoes plaits and to realize a continuing responsibility for such veri. ffatbn. Any discrepancies are to be put in writing before cutting or fabrication. Mies shall not be Installed over knothofes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. aboutthe joint unless otherwise shown. A. 5x4 plate Is 5" wile x 4" long. A 6x8 plate is 6" wile x 8" long. Slots (holes) run parallel to the plate length spectlkd. Double cuts on well members shad meetat the centrold of the webs unless otherwise shown. Connector plate sizes are mtnbnum gu sizes based on the forces shown and may need to be increased for certain hand - unit and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection re on-lendatbm are to be followed In accordance wtth'Handling Installing & Bracing-, HIB-91. Trusses are to be handled with particular ore during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straightand plumb pm. Won and for resisting late=] forces shall be designed and lmsialled by others. Careful hand- ling Is essential and erection bracing Is ahrays required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the Installation of muses. Professional advice shalt be sought If needed Concentration of construction bads greater than the design bads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to I.- until after all fastening and. bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 546# Support 2 494# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB = 1.15 5-3-15 0-6-6 Ty� I Q 6.00 WO: CHEC3 WE: MULTIPLE LOADS -- This design is the COUPOsite result of >rlultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W= 19.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -1033 0.38 10- 9 884 0.40 2- 3 -814 0.27 9- 8 681 0.30 3- 4 -665 0.19 8- 0 840 0.26 4- 5 -787 0.28 0- 7 536 0.24 5- 6 -982 0.34 4X8 4X6 via 3A5 697# 8.00" ' 1-11-1-9 (Rl_1-n I 19-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Mar©nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE95A DROVIE00.1`1_32766 Design: Matrix Analysis I►1IAKIVIMIU: 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. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the budding destgrrer. Additional bracing of tie overall structure may be required. I.See HIB-9l of TPII. rhuss Plate Institute. TPI, is located at 583 D'Onoftio Drive. Madison, Wisconsin 53719). JOB PA7H: CATEE-LOKIHOMEDlR g: I ATY:1 -= Joint Locations=== ="==a: ==:a= =1) 0- =0 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 19- 8- 0 10) 0- 0- 0 3) 9- 0- 0 7) 19- 8- 0 4) 11- 0- 0 8) 11- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 0- 4- 0 696 19 -546 BOT PIN 19- 6- 0 653 0 -494 BOT H-ROLL -6 00 0-8-6 3X4 3X4 6X8 7 653# 4.00" Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf 5-0-6 scale = 0.3222 Truss ID: I Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA RCS: 0&20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: Ti: J QTY:3 DESIGN INFORMATION This design Is for an individual budding component and has been based on btf—lion provided by the client' The designer disclaim om any mapfb"for dar rages — a -suit of faulty or incorrect Information. specifications and/or designs furnished to the truss deslgne- by the client and the correctness or accuracy of this btfonnation as it may relate to a spe- cifk project and accepts no responsibility or exercises no curtuni with regard to fabrica- tion. handling shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated - part of the building design by a Budding Designer (regkstered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shrnvrr must be checked to be sure that the data shown are In agreement with the local budding codes, local cbmatk records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are cmd1nu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rWd cegbng, they should be braced at a maanum 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 verily that this drawing is in confomuna 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. Maim shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate Length sped[ ed.. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mtnbnum sizes based on the forces shown and may need to be Increased for certain hand - hall and/or erection stmsses. 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 h Bracing'. HIB-91. Trus a are to be handled with particular care during banding and bundling. delivery and fnstallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itbn and for -stating 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 experfenced 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 al any time. No loads other than the weight of the erectors shall be applied to I— until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 536# Support 2 482# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L. 58.0 ft W- 19.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1013 0.38 8- 7 865 0.42 2- 3 -765 0.26 7- 0 835 0.40 3- 4 -763 0.26 0- 6 562 0.25 4- 5 -981 0.34 __ ___======Joint Locations=== _ 1) 0- 0- 0 4) 14-11- 0 7) 10- 0= - 0 2) 5- 1- 0 5) 19- 8- 0 8) 0- 0- 0 3) 10- 0- 0 6) 19- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 697 19 -536 BOT PIN 19- 6- 4 652 0 -482 BOT H-ROLL 10-0-0 9-8-0 1 2 4 5 6.00 4X6 Olin -6 0000 Ja4 sx4 0-8-6 6X8 T 19-8-0 8 7 " 6 698# 8.00 1- 652N 3.50" 19 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-199! (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 19-8-0 WkKIP41Mt1: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing portal bracing or similar bracing which is a part of the buildingdesign and which must be considered by the building d-Wi -. Bracing shown is for lateral support of truss members only to reduce buckling length. Prmtsions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ITHuss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf scale = 0.3222 Truss ID: J Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Daign: Matrix And[ysis JOB PAR C.IdEE-LOKIHOMEOIR HCS: 0&20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on WormarWrt provided by the clfi—t. he ms Tdesigner disclai any responsibility for damages as a result of faulty or Incorrect InfornaUon, specifications and/or designs furnished to the trussdesigner by the client and the correctness or accuracy of this information as it may relate to a spe. clfM project and accepts no responsibility or exercises no control with regard to fabrka- tion, handling, shipment and Installation of trusses. This truss has been designed - an Individual building component in attordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered archaed or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, brat climatic records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceding 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 fabricator's plans and to « Ilze 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 knothoks. knot or distorted grain. Members shall be cut for tightfitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length spectated. Double cut on web members shall meet at the centroid of the webs unless otherwise shown- Connector plate size are mintmum sizes based on the forces shown and may need to be krcreased 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 9 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, denvery and Installation to avoid damage. Temporary and permanent bracing for holding Ira— in a .(.ight and plumb pws- aion and for restating lateral forces shall be designed and Installed by others. Careful hand- ling is essentlal and erection bracing Is always required. Normal precautionary action for trusses reqube such temporary bracing during Installation between trusses to avold toppling and domuwing. The supervision of erection of trusses shall be under the control of persons experienced in the WtaltaUon of trusses. Professional advice stall 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 shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE C 3 AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 UPLIFT D.L. WO: PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 532# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 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, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 19.5 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC ... FORCE...CSI ..BC...FORCE ... CSI 1- 2 -947 0.32 8- 7 801 0.46 2- 3 -737 0.27 7- 6 749 0.45 3- 4 -740 0.32 4- 5 61 0.24 TI: K QTY:4 ®=__ ===Joint Locations=====__ ______ __ 1) 0- 0 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 700 26 -532 BOT PIN 19- 3-12 635 0 -473 BOT H-ROLL Q 4X6 2X4 3X4 5-9-15 5-6-6 0-6-6 0-9-10 2X4 SX6 6X8 3X4 19-5-8 1 8 700# 8.00" 1-11-99 (, 636# 3.50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TPI 1-199! Lmaronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FI-32768 Desirn. Matrix And wis 19-5-8 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 bracing. wind bracing, portal bmctng or similar bracing which is a part of the building design and which must be considered by the building designer Brazing shown Is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required, )see HIB-91 of TPII. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). inn Peru. r.rrrr ,.,rn r..,.,>•..,.. Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf scale = 0.3254 Truss ID: K Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20A2 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the ddant The designer disclaims any reap-mbibly for damages as a result of faulty or incorrect information. specifications and/or designs Furnished to the truss designer by the client and the cm ecU ss or accuracy of this Information as R may relate to a spe- clf c project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling shipment and installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-19%and NDS-97 to be incorporated at part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown most be checked to be sum that the data shown ate In agreement with the local budding codes. local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords Itop w bottanl are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiltrng. 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 fabrfcator strain review this drawing to verify that this drawing is in conformance with the fabricator's plaru and to mallet a continuing responsibility for such verl- f1catlon. 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 woad bearing. Con- nector plates shall be located on both faces of the toss with malls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss 1s not to be fabricatedwith fire retardant treated lumber unless. otherwise shown. For additional ]rifor attbn on Quality Control refer to ANSI/TPI I - I995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with "Handling Installing Q Bracini'. HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential anderection bracing Is always required. Normal precautionary action for tosses requires such temporary bracing during Installatlim between trusses to avoid toppftng and dominoing The supervision of erection of trusses shall be under the control of persons experienced in the instalatior of trusses. Professional advice shag be sought if needed. Concentration o(corstructbn loads greater than the design badsshall not be applied to trusses al any time. No loads other than the weight of the erectors shall be applied to tosses until after all fastenmg and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 Ler-0.07" D_-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03" RMB - 1.15 4-5-15 0-6-6 U Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of lmtltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 19.5 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1753 0.40 9- 8 1553 0.34 2- 3 -1578 0.36 8- 7 1453 0.37 3- 4 -1382 0.36 7- 6 114 0.13 4- 5 -1382 0.36 TI: K 1 ATY:1 ___ _ ===___ Joint Locations 1) 0- 0- 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-11 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROLL 0- 4- 0 701 168 -515 BOT PIN 7-4-0 12-5-0 1. 2 4 5 6 0000 4X8 2X4 Avg 0-11-4 t 1-8-15 1 I 3.000-38 0-8-0 i 6-11-11 11-9-13 9 702# 8.00" 7 6 ia 645# 1.50" (R1-1-7) I 19-5-8 I(-0.�3-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 scale = 0.3209 Laronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design. Marrir Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for latetal support of truss members only to reduce buckling length.. Provisions must be made to anchor lateral bracing at ends and spec(ned locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPII. (Truss Plate Institute. TPI, is located at 583 D'Onofna Drive. Madison. Wisconsin 53719I. JOB PAT11: CATEE-LOKWOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: , Truss ID: K1 Date: 4-24-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - PIt: 1.25 BC Live o.o psf O.C. Spacing: 24.00 BC Dead 10.0 psf Design Criteria: TPi Code Desc: FLA TOTAL 33.0 psf I V:0 2- 21 HCY 0&20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, speeifloibcros 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 fabrfca- tion. handling, shipmentand installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-19%and NDS-97 to be Incorporated as part of the building. design by a Building Designer (registered architect or professional engtneerl- 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 loom building codes, local climatk records for wind or snow bads. p 1-1 specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (lop 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 dod celling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanbed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrfcattun. the fabricator shall mvlew this drawing in 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 tufting or fabrication. Plates shall not be irstalled over knotholes. knots or distorted grain. Members shall be cut for light Ailing wood to wood bearing. Con- nector plates shalt be located on both faces of the truss wkh nalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6" wide x 8" long. Slots Iho1es1 run parallel to the plate length specified. Double cuts on web members shall meet al the cent -id of the webs unless otherwise shown. Connector plate sizes are minimum slz- 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 fabricnled with fire mlardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI l -1995 PRECAUTIONARY NOTES All bracing and ereclfon recommendations are to be followed In accordance with "Handling j installing A Bracing'. File-9 1. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm. e LLion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling U essential and erection bracing is always required. Normal precauuonary 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 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. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLR: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125niph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 12.6 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/608 at JOINT # 5 L=-0.24" D= 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB - 1.00 4-5-10 0-6-1 WO: CHEC3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 262# --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1624 0.90 6- 5 -1780 0.31 2- 3 1694 1.00 - 4 -203 0.30 35# 87# 3.33 TI: L QTY:2 _____-- --s==Joint Locations=====___:__==== 1) a- 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To - TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 13- 2-10 BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 -i--iO- MAX. 1 REACTIONS PER BEARING LOCATION ----- loc 4 Z3 V546 2626 0 Zrkglert Horiz Top PT� 0-6-6 J_ T 1-7-12 1 2-6-5 1.68 I 0-9-9 074 11-9-1 6 5 4 367# 9.56" 547# 2.50" 1-10-9 12-6-10 PLATE ZI# 40 S ARE TL20 GA T0( 0 4 (R1-1 EXCEPT AS SHOWN PLATEESTED PER ANSI/TPI 1-1 55 64a scale = 0.4437 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.(MEW.FL32766 WHKNINU: 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 stmflar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is far lateral support of truss members only to reduce buckling length. Proetsions must be made to anchor lateralbracing at ends and st—Ified locations determined by the building designer. Additional bracing of the ovemli slivcture may be required. (See ilf6-91 of'rpli. frruss Plate Institute. TPI. Is located at 583 D'Onofilo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: L Date: 4-24-03 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Cade Desc: FLA Design: Manx Andysis JOB PA771: CATEF_-LOKWOMEDIR HCS: 08.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This dessign. Is for an individual building component and has been based on infonnatbn provided by the client. The des. igner disclaims any responsibility for damages as a result of faulty or incurred 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 exerctses no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed - an Individual building component in accordance with ANSI/'lP1 1-1995 and NDS-97 to be incorporated - partof the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. 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 rfgd ceding, they should be braced at a ma+dmum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot. dipped galvantmil 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 conforirance with the fabricator's plans and to realize a continuing responsibility for such ven- fintion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall no be installed over knotholes. knots or distorted grain. Members shall be cut. for tight filling wood to wood bearing Con- nector plates shall he 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 Iholesl run parallel to the plate length specified_ Double cub on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sires arc rnfnfmum sizes based on the forces shown andmay need to be incressed for certain hand- ling and/or erection stresses. This truss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additkmaf Information on Quality Control refer to ANSI/TPI 1-19M PRECAUTIONARY NOTES All bracing and enaction mcommendatiorn are to be followed in accordance with 'Handling Insdallmg & Bracing'. HIB-91. Tnsssea are to be handled with particular care during banding and bundli ng, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straightand plumb pos- mon and for resisting latent forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal Precautionary action.. for (noses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of ereclfon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If heeded. Concentration of construction bads greater clan the design loads shall no be applied to trusses at any time. No loads other than the weight of the erectors shalt beapplied to masses until after all fastening and. bracing 1s completed. TOP CHORDS. 2x8 SP #2 HOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 This 1-PLY truss designed to carry 11, 8" span framed to BC one face 01 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 348# Support 2 385# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.00 2-8-3 845# 3.50" Q WO: CHEC3 WE: MULTIPLE LOADS -- This design is the camposite result Of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125agh, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 9.0 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 -933 0.05 8- 7 -16 0.24 2- 3 -891 0.07 7- 6 54 0.50 3- 4 0 0.02 6- 5 0 0.42 TI: Ll QTY:1 —joint Locations==== =.... ___=== =1)==0- 0- 0 4) 9- 0- 0 7) 2- 5- 7 2) 2- 5- 7 5) 9- 0- 0 8) 0- 0- 0 3) 7-10- 4 6) 7-10- 4 ------------ TOTAL DESIGN LOADS ----------__ Uniform PLF From PLF TO TC Vert L+D -23 0- 0- 0 -23 9- 0- 0 BC Vert L+D -164 0- 0- 0 -164 9- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- - X-Loe Vert Horiz Uplift Y-Loc Type 0- 1-12 844 16 -348 BOT PIN - 8-10- 4 844 0 -385 BOT H-ROLL 6X12 GYl. DAD 3X6 9-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TP1 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DIL(MEDO.FL32766 Design: Mxrfr Andtysis WPtKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. Portal bracing or similar bracing which is a part of the budding design and whichmost be considered by the butldmg 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 HIS-91 of TPI). frruss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 537191. JOB PATH: C:17EE-L0KIH0MEDjR 2-8-3 1-0-0 6' 5 84511 3.50" scale = 0.7444 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: L1 Date: 4-24-03 DurFac - Pit: 1.33 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. _................ WO: CHEC3 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 responslbil ty for damages as a result of faulty or incorrect Infornation. sp-fkaU— 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. spe- edJe projectand accepts no msponstbinty or exercises no control with regard to fabrim- tion. handling shipment and t"staltatfon 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). 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 triads. project specifications or special applied loads. Unless shorn. taus has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are ccmunu- ousty 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 gaivanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrkalion. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut. for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6- wile x 8" long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shad meet at the —trold of the webs unless otherwise shown. Connector plate sizes aft minimum. sizes based on the forces shown may ay need to be Increased for certain hand. ling and/or erection stresses. 1rhs truss s not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information rut 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', 111E-91. Trusses an to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- ftion and for resisting lateral forms 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 tosses shall be under the control of persons experiencedin the Installation of tosses. Pro(essional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the erectors shall be applied to trusses until after an fastening and bracing Is completed. TI: L2 ATY:2 TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 Continuous lateral bracing attached to =_____========Joint Locations=======_____=__ WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2x4 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 SLIDERS: SP #2 2 segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c ------------ BEAR. BLK: 2x8 SP #2 Brace moist extend at least 90% of web length TOTAL Uniform PLF DESIGN LOADS - - From PLF Analysis based on Sinlplififed Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- To . 9 13- All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- -46 2-10 0 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS -10 12- 6-10 Location WndLod per ASCE 7-98, C&C, V= 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 -70 3- 9- 1 6- 1-15 Bld Type. Encl L= 58.0 ft W. 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHE ULE TC Vert L+D -127 10-11-10 MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D BC Vert L+D -6 -19 1- 4- 4 3- 9- L/577 at JOINT # 5 L=-0.25" D= 0.00" T=-0.25" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -44 1 6- 1-15 8- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -60 -76 6-12 10-11-10 T= 0.06" MAX HORIZONTAL LIVE LOAD DBFLEGTI+31# T= 0.06^ 2- 3 - 06 0.92 5- 167 0.47 48# 70# j ----MAX. NS PER BEARIM LOCATION__-_- q � Ver iz Uplift Y-Loc Type 0-10 71 0 -591 TOP H-ROLL RMB = 1.00 13-1-14 0- 4-13 678 263 -609 BPT PIN 1 2 3 4-5-10 0-6-1 I 1-0I 3 3 1.68 I 0-11-0 —L T 1-7-7 1 2-6-10 1 11-6-10 6 5 67811 9.56" 4 719# 2.50" 1-10-9 _ 1216-10 L 0-8-0 (R1-10-7) 6N 19# + 44k 60# EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4437 Mdronda Systems 11 AKNINIJ: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR'. BRACING WARNING: 4005 MARONDA WAY SAN FORD, FL. 32771 Bracing shower on this drawing Is no erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. Made W anchor lateral bracing at ends and specified 1—tkins determined by the building designer. Additional bracing of the werall structure may be required. (See HIB-91 of TPI/. LICENSE #0050068 IT— Plate Institute. TPI, is located at 583 D'Onoftio Drive. Madison. Wisconsin 537191. 1005 VANNESSA DROVIEDOXI-32786 Design: Mdrrit Analysis JOB PATH: C:(TEf_-LOKWOMEDLR Eng. Jab: Dwg: Dsgur: TLY Chk: WO: OHEM Truss ID: L2 Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: .05. 2- 2197 - 2 HCS.- 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client The designer dsclafma i any msponatblUty for damages as a result of faulty or incorrect information. specifications and/m designs furnished to the truss designer try the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This tnrm has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as partof the building design by a Building Designer (registered architect or profe )anal engineer). when reviewed for approvalby the building dsigner. the design loadtngs shown must be checked to be sure that the data shown are In agreement with the local building codes. local chrrotic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been deatgned 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 intension are not fully braced iatemily by a property applied rigid telling. they should be braced at a marttmurn spacing of 10'-0' o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Piats shall not be Installed over knotholes. knots or distorted grain. Members shaft be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the tress with na[ls fully imbedded and shall be sym. about the joint unless otherwise shown.. A 5x4 plate Is 5' wide x V long. A 6x8 plate is 6' wide x g' long, Slots (holes) run parallel to the plate length specified. Doubk cuts on web members shall erect at the cen[rid 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- ting and/m a-c(fon sasses. This truss is no 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 recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIS-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avold damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for restating lateral forces shall be designed and installed by other. Careful hand - brig Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during butagaton between trusses to avoid toppling and dominoamg. The supervision of erection of trusses shall be under the control of persons experienced In the installation of truss-. Prdtsslonal advice shall be sought if needed. Concentration of mrstructlan loads greater than the design loads shag not be applied to truss- at any time. No loads other than the welght of the erectors shall be applied to tosses until after all fastening and bracing s completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 191 4" span framed to BC one face 0' 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 553# Support 2 590# MAX LIVE LOAD DEFLECTION: L/834 at JOINT # 4 L=-0.12" D=-0.13" T -0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.00 2-8-3 WO: CHEC3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W= 8.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE...CSI 1- 2 -1466 0.07 8- 7 -16 0.25 2- 3 -1398 0.10 7- 6 79 0.94 3- 4 0 0.04 6- 5 0 0.94 TI: L3 ATY: i -Joint Locatio=== ns==_:=====ar => =1)==Oz=Os 0 4) 8-10- 8 7) 2- 5- 7 2) 2- 5- 7 5) 8-10- 8 8) 0- 0- 0 3) 6- 8-12 6) 6- 8-12 ------------ TOTAL DESIGN LOADS -----------= Uniform PLF From PLF To TC Vert L+D -23, 0- 0- 0 -23 8-10- 8 BC Vert L+D -291 0- 0- 0 -291 8-10- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot 0- 1-12 1394 16 -553 BOT PINS 8- 8-12 1394 0 -590 BOT H-ROLL 2-5-7 6-5-1 1 3 4 F 4.00 6X12 SX6 sx6 [6X81 3X6 1394# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Mtaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE55A DROVIEDOYL-32766 Design: Merit Andysis 2-8-3 2-0-0 6' 5 1394# 3.50" scale = 0.7549 111fAKINIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Chk: WO: CHEC3 Truss ID: L3 Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing la not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be 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: 24.0" made to anchor lateral bracinng at ends and specified lo� tions determined by the building designer. Additional bracing of the overall structure may be ed. (See HIB-91 of TPI)- BC Dead 10.0 psf Design Criteria: TPI rrmss Plate Institute. TPI. is located at 583 D'Onofno Drive, Madison, Wisconsin 537191. — Code Desc: FLA TOTAL 33.0 psf V:0 .0 .0 - JOB PATH: C:UEE-LOKIHOMFDIR HCS. WNW WO: CHEC3 WE: JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information p—$dcd by the cH—t. 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- clAc project and accepts no responsibility or exercises no control with regard to tr fann.- Uon. handling, shipment and Installation or trusses. This tress 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 budding design by a Building Designer (registered architect or professional englneed. 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 climatic records for wind or snow loads. project specdirallons or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or botioml are continu. ously braced by sheathing unless otherwise specified. Where bottomchords in tension arc not fully braced laterally by a properly applied r1od ceding. they should be braced at a. maximum spacing of la-0" o.c. Connector plates shall be manufactured frorn 20 gauge lot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to vertfy that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vert- ftntton. Any discrepancies arc to be put in writing be(.- cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beating Con- nector plates shad be located on loth (aces 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 T wide x 6" long. Slots (ales) run parallel to the plate length sp cifh d. Double cuts on web members shall meet at the centroki of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be 4ne—ed for certain hand- bng and/- erecton stresses. This teaser 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 6 Bmctng. HIB-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 straight and plumb pos- nion 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 dominomg The supervision of erection of trusses shad be under the control of persons experienced In the tnstanatbn of trusses. Professional advice shad be sought If needed. Concentration of construction lads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of tire erectors shall be applied to trusses until after all fastening and bracing Is completed. TI: M QTY:12 Analysis based on Simplified Analog Model. _ _ ===Joint Locations==__ ... ________ MULTIPLE LOADS -- This design is the 1) 0- 0 0 3) 10- 8- 8 5) 5- 4- 4 composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION ----- continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc -R Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP HROOLL" bearing. 0- 4- 0 432 243 -448 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE. PROVIDE HORIZONTAL CONNE PION PER SCHEDULE Support 1 448# Support 1 243# Support 2 518# .TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 11-0-0 11 i 2 3 1-1 4.60 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V. 125oph, H= 15.0 ft, i- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W= 10.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 0-6-6 i 2-6-5 2. 00J 0-8 0 10-0 8 6 5 4 433# 8.00" 3581Y 2.50" ` t,� 10-8-8 �0-3-88 la (Rl?7 0) I ( (RO 2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.4694 Maronda Systems 4005 MARONDA WAY SANFORD, Ft.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.Ft-32786 Design: Marra Analysis r11AKNINIX 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—idered 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 detamtned by the building designer. Addittonal bracing of the ovens structure may be required. (See HIB-91 of TYd. (Tr%_ Plate Institute. TPI, is located at 583 D'Onoftio Drive. Madison.. Wisconsin 53719). JOB PATH: C:ITEE-LAKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: W . CHEM Truss ID: M Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual budding component and has been Lased on buornatlan provided by the client. The designer discialims 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 atx imc. of this Information as it may relate to a spe- cific project and accepts no responsibility or exerefses nw control with regard to fabrica- tion. handling, shlptnent and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI t-1995 and NDS-97 to be incorporated es part of the budding design by a Building Designer (registered architect or professional engineer{. When reviewed (or approval by the building designer, the design loadings shown must be checked to be sure that the data shown air In agreement with the local building codes. local climatic records for wind or snow loads. project specfflcations or spectal applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom! art 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 maxbnum 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 all—,. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawbrg to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs 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 G wide x 8- long. Slots thinks( run parallel to the plate length specified. Double cuts on web members she meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sixes sizes based on the forces shown and may need to be Increased for certain hand- ling and/or ereclfan stresses. This buss is no/ 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 AU bracing and erection recommendations are to be followed in accordance with "Handling lnstaliing & Bating. HIB-91. Tresses are to be handfed with particular care during banding and bundlint delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- aion and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always requted. 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 experlenced. In the Installation of busses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 BEAR. BLR: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 212# Support 2 286# 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 4-10-6 0-7-6 WO: CHEC3 WE. Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the couglosite result of maltiple loads. All COMPRESSION Chords are asstmted to be continuously braced unless noted otherwise. End verticals designed for axial loads only. End verticals that are extended above/below the truss profile may require additional design considerations (by others) for lateral forces due to wind or seismic loads on buildings. .TC ... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -471 0.28 6- 5 8 0.08 2- 3 -65 0.23 5- 4 435 0.16 TI: M2 QTY:4 ___ _===___ ==Jo = = ----- int Locations=======- 1) 0- 0-=0 3) 8- 7- 8 5) 4- 3- 4 2) 4- 3- 4 4) 8- 7- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 8- 9-12 284 0 -286 TOP H-ROLL 0- 1-12 285 154 -212 BoT PIN WndLod per ASCE 7-98, C&C, V- 12SWh, H= 15.0 ft, I= 1.00, RW.Cat. B, Kzte, 1.0 Bld Type- Encl L= 58.0 ft W= 8.6 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 8-11-0 1 2 3 T 2-10-5 0-2-0 A— T 1-4-11 A- 2.00 I 0-3 ri 1 8-4-0 6 5 4 286# 3.50" 284# 2.50" ire 8-7-8 e-0-3-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (I RO-2-15) Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Matrix Analysis scale ee 0.4319 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M2 CONTRACTOR. Dsgnr: TLY Chk: Date: 4-24-03 BRACING WARNING: TC Live 16.0 psf DurFac - r 1.25 Bracing shown on this drawing is not erection bracing, wind bracing,portal bracing ar sim8ar bracing which is a part of the budding design and which must be considered by the budding designner. Bracing TC Dead 7.0 psf DUrFac - Pit: 1.25 shown Is for lateral support of truss members only to reduce buckling k igth. Provisions must be. BC Live o.0 ps f O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the budding. designer. Additional bracing of the ov 9 structure may be required. (.See HIB-91 of TPII. BC Dead 10.0 psf Design Criteria: TPI g frruss Plate Institute. TPI, is located at 583 D'Onofrfo Drive. Madison, Wisconsin 53719j. Code Desc: FLA is TOTAL 33.0 Psf V:0 . 2- 973- J08 PATH: C9TF.E-LOKUiOMf�(R HCS: 08.20.02 JB: CHESAPEAKE C 3_ AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client The designer disclahns any responsibility for damages as a mutt of faulty or Incorrect. Wormation, specifications and/or designs famished 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 fabri 2- tdon, handling. shipment ad Installation M trusses. This truss has been designed as an Individual building component In accordance wdt ANSI/TPI 1-19%and NDS-97 to be Incorporated as part of the budding design by a Budding Designer fneg(stemd architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown. must be checked to be sure that the data shown arc In agreement with the local building cases. local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown. truss has not been designed for storage - occupancy bads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid c dl ng, they should be braced at a maximum spacing of W-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanizedsteel meeting ASTM A 653. Grade 40, unless ah-1- shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verHy that this drawing is In conformance with the fabricator's plats and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting - fabrication. Plates shall not be Installed over knotholem 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 tress with naffs fully Imbedded and shall be sym. about the Joint unkss otherwise shown. A 5x4 plate s 5' wide x 4' long A 6.8 plate s 6" wide x 8' long. Slots (holes) run p—M to the plate length specified. Double cuts on web members shall meet al the centrold of the webs unless otherwise shown. Connector plate sizes are minimum ft- sizes based on the forces shown and may need to be Increased for cerlain 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 erectionrecommendations are to be followed In accordance with -Handling Installing & Bracing. HIB-91. Tru 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- gton and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracmg is always requued. Normal precautlonary action for trusses requires such temporary bracing during inslakilon 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. concenbatbn of construdlm loads greater than the design bads shall not be applied to tosses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D= 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 0-6-6 MULTIPLE LOADS -- This design is the composite result of miiltiple 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 1 419# Support 2 520# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 TI: N ATY:2 ___ ==_ ==-Joint Locations=======_===_=== 1) 0- 0 0 3) 10- 3- 0 5) 0- 0- 0 2) 5- 1- 8 4) 10- 3- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Lox Vert Horiz Uplift Y-LOC Type 0- 4- 0 417 264 -419 BOT PIN 10- 1-12 331 0 -520 HOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 264# 10-3-0 1 2 3 4 0000 2.00 j 0-8-0 l 9-7-0 5 41 418# 8.0011 332# 2.50" ��-0� -F 10-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �Haronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not errdlon bracing. wind bracmg, portal bracing or similar bracing which is a part of the building design and whkh must to—sdered by the building deslgner. 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 sp-tfied locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91. of TPIl. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madsen. 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 TOTAI, 33.0 Dsf scale = 0.4971 Truss ID: N Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Cade Desc: FLA Design: Morris Andfysis JOB PATH: C:ITEE-LOKIHOMEDIR HC& 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exerclsa no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered archaect or professional engurcert 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 spectfleatbns or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assures compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottomchords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a ma<lmum spacing of 10'-0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASM 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 plain and to realize a continuing responsibility for such veri- flmtfon. Any discrepancies are to be put In writing before cutting or fabrbation. Plates shag 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 troth faces of the truss with nails fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenuold of the webs unless otherwise shown. Connector plate sties are mintmum sizes based on the forces shown and may need to be increased for certain hand - Unit 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 erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. HIS-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses, in a straight and plumb pos- Mon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing ls always required. Normal precautionary action for busses requires such temporary bracing during Iflstallallon between trusses to avoid toppling and dominomg 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 loads shall not be applied to trusses at any time, No lads other than the weight of the erectors shall be applied to trusses troll) after all fastening and bracing is compkted. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 B1d Type- Encl L= 58.0 ft W= 13.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D= 0.05" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 1-9-14 T SX6 3X6 2X4 WO: CHEC3 WE: [): Plate(s) OFFSET from joint center. The Joint Detail Report (twist be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY Hip Master designed to carry 3110" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 635# Support 2 616# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1162 0.23 9- 8 998 0.21 2- 3 -1777 0.47 8- 7 1003 0.27 3- 4 -1099 0.33 7- 6 1807 0.34 6- 5 0 0.05 TI: N 1 ATY:1 ---joint Locations== ....... =====_ 1)=a- 0- 0 4) 13- 0- 0 7) 7- 9- 8 2) 2- 7- 0 5) 13- 0- 0 8) 2- 8-12 3) 7- 9- 8 6) 11- 8- 0 9) 0- 0- 0 ---------- TOTAL DESIGN LOADS -----------= Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 2- 7- 0 TC Vert L+D -64 2- 7- 0 -64 13- 0- 0 BC Vert L+D -20 0- 0- 0 -20 2- 7- 0 BC Vert L+D -27 2- 7- 0 -27 13- 0- 0 Concentrated LBS Location TC Vert L+D -92 2- 7- 0 BC Vert L+D -74 2- 7- 0 BC Vert L+D -845 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 771 44 -635 BOT PIN 12-10- 0 1369 0 -616 BOT H-ROLL 92# Ilk 2-7-0 k 10-5-0 1 1 3 4 Q 4X8 3X4 iY6 3X4 [5X61 2X4 T 1-9-14 1 I I Ilk 13-0-0 9 8 7 6 5 772# 8.00" 1370# 4.00" 13-0-0 70 845# EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5154 WAKr41K%i1: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEC3 Msil'onda SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: N1 CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 4-24-03 TC Live 16.0 psf Durfac - Lbr: 1.25 4005 MARONDA WAY SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal brachng or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-006A Fax (407) 321-3913 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live Q.0 psf O.C, Spacing: 2 t Orr ae p g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determfned by the bullding designer. Additional bracing of the overall stnicture may be required. (See H(B-91 of TPn. BC Dead 10.0 ps f Design Criteria: TPI LICENSE #0050068 (Truss Plate institute. TPI. Is located at 583 D'Onolno Drive. Madison. Wisconstn 53719). Code Desc: FLA 1005 VANNE55A DBAIAED0.FL32766 TOTAL 33.0 psf V:09.05.02- 2201 1- ; a _%.. mmru nraayau 'U. rnrn: t.ln1e6_LVA1nUMCU1r( HC5: 0&20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: j DESIGN INFORMATION This design Is for an Individual budding I 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 fabrica- tion. handling• shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/7Pl I-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional enguteed. 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 budding codes• kcal climatic records for wind or snow bads, project specifications or special applied loads. Unless shown. truss has not beendesigned for storage or occupancy leads. The design assumes compression chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified.. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'.0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. uniess otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such ven- ficatlon. Any dscrepancles arc to be put in wrfthrg before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight titling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6' wide x 8" long. Slots (holesl 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 slzes are mfmmum sizes based on the fords 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 l -1995 PRECAUTIONARY NOTES All bracing and erection recommrndatbns are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- mion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing is always required.. Norval precautionary action for trusses requires such temporary bracing during Mstallatlon between trusses to avoid toppling and dominaing. The supervision of erection of trusses shall be under the control of persons experfeneed in the butallation of trusses. Professfunal advice shall be sought if needed. Concentration of corut-ction bads grater than the design bads shad not be applied to trusses at any tam. 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 SLIDERS- 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 7.2 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RNB = 1.15 MULTIPLE LOADS -- This design is the coa¢)osite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 420# Support 2 446# TC..-FORCE...CSI ..BC ... FORCE ... CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -882 0.18 TI: O ATY:2 __==_==_ =====Joint Locations==============- 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 2) 3- 7- 8 4) 7- 3- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 319 257 -420 BOT PIN 7- 1-12 232 0 -446 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 257# 7-3-0 1 2 3 4.00 2•00 i as-0 1 6-7-0 5 4 319# 8.00" 233# 2.50" l 1-7-2 eie e 7-3-0 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing m atm8ar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing. atnods and specified ]orations determined by the building designer. Additional bracing of the overall structure may be required. fSee HID-9I of TPI(. (Truss Plate Institute. TPi. Is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PAIR: C:ITEE-LOKIHOMEOIR scale = 0.6513 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: Truss ID: O Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:0 . 02- 21 HCS: 08.20.02 JB: CHESAPEAKE C 3 AC: 103 UPLIFT D.L. WO: CHEC3 WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the then(. The designer disclaims any responsibility for damages — a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the edent and the correctness or accuracy of this information as it may relate to a spe- cUb project and accepts no responsibility or exercises no control with regard to fabrica.- tlan. It ndltng, shipment and Installation of trusses. This truss has been designed as an huhvldual budding component in accordance with ANS1/'IPI 1-I9M and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professlonal engineer). When reviewed for approval by the bulldog 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 assumes compression chords Itop or bottom) art continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension art not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of la-ty' 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 mvitw 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 put in writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shad be cut for tight fitting wood to wood beartng. Con- nector plates shall be located on both faces of the truss with naffs 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 are rninhnum sizes based on the forces drown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followedin accordance with -Handling Installing 9 Bracing'. HID-91. Trusses are to be handled with particular tarn during banding and bundling, delivery and Installation to aVuld damage. Temporary and permanent bracing for holding trusses in a straight and plumb px- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid topping and dominoing. The supervbbn of erection of trusses shad be under the control of perms experienced in the Wtwiatlon of trusses. Professioml advice shall be sought if needed. Concentration of construclfan bads greater than the design loads shall not be applied to trusses at. any tlme. No loads other than the weight of the electors shad be applied to trusses untilafter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on masltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" Da-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: P ATY:2 _---==Joint Locations=====____2c___- 1) 0 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ---MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BoT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C6C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W- 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 1 2 Q I 4 212# 8.00" le 1-7-2 (R1-7-0) 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 N0050068 1005 VANNMA OPLOVIEDOX1.32766 DesigmMdirix Analysis 2.00 J 4-3-0 87# 2.50" 54# 2450" C/L: 4;4-12 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sind)ar bracing winch Is a part of the budding design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provislons must be made to anchor lateral bracing al ends and specified. (orations determined by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of TPd. Cr— Plate Institute. TM. Is located at 583 D'Ono( io Drive. Madison, Wtuonsfn 537 t9). JOB PATH: C:U'EE-LOKIHOMEOIR Attach with ( 10d Toe -Nails Attach with ( 10d Toe -Nails scale = 0.9442 Eng. Job: Dwg: Truss ID: P Dsgur: TLY Chk: Date: 4-24-03 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 I V: 5. - 21 - 2 HCS' 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information providedby the client The designer disclaims jany responsibility for damages as a result of faulty or incorrectinformation, spectfkatbns j and/or designs furnished to the truss designer by the client and the correctness or accuracy i of this Infomwtlon as tt may relate to a spe- 1 cffic project and accepts no res iou:ibility or 1 exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss bas been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part or the budding design by a Building Designer fregistered architect or professional englin—J. when rev$esd for approval by the building designer. the design loadings shown must be checked to he sure Ihat the data shown are In agreement with the local building codes, tool climatic records for wind or snow loads. project specifit""s or special appied loads. Unless shown. truss has not been designed for storage - occupancy Imds. The design assumes compression chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified, where bottom chords in tension arc not fully braced laterally by a properly applied rlgd ceiling. they should be braced at a maximum spacing of la-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such —l- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not he installed wet knotholes. knots or distorted grain. Members shall be cut for tight thing wood to wood bearing. Con- nector plates shall be kncated 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' wile x Wiring. Sbly (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 stres are nimbr um sties 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 ligomhation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling Installing & Btacing". HIB-91. Trusses are to be handled wtth particular care during bandbig and bundling. delivery andinstallation to avoid damage. Temporary and permanent bmcfng j for holding trusses in a straight and plumb pos. Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and. erection bracing is ah—ya required. Normal preoutonary action for trusses requires such temporary bracing during IrulailalJon between Musses 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 he d—ign bads shall not be applied th trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 WO: CHEC3 WE: MULTIPLE LOADS -- This design is the congosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CBC, V= 125aph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 1.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE...CSI 1- 2 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 TI: A ATY:2 === _========Joint Locations======______=__ 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARn4G LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 137 63 -226 HOT PIN 1- 7- 0 47 0 -125 BOT H-ROLL 1-84 11 1 2 4.00 0-8-0 1-0-4 L PlateHeight 4 3 1-7-2 I 138# 8.00" 48# 2.50" I (RI-7-0) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE A00.5(K)68 1005 VANNESSA MOVIED0.11_32766 1-8-4 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 whfch is a pant of the building design and which must be eonsldered by the building designer. Bracng shown Is for iteral support of truss memb m only to reduce buckling length. Pr visioms must be madr 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 Mi.(fries Plate Institute. TPI. Is located at 583 D'Onofrlo Drive. Madl—ri. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 1.5329 Truss ID: A Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA Design: Mmru Analysis JOB PATH: C:ITEE-LOKIHOMFDIR HCS: 08.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. 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 fabrtca- Wit. handling, shipment and Installation of trusses. This truss has been designed as an mdi k1ua) 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 engineerl. 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 burl building codes. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are oxr itmu- ously braced by sheathing unless otherwise specified. Where bottan chords In tension are not fully 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 frwn 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vert- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting woodto wood bearing. Con- nector plates shall be located on both faces of the lass 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 it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection. stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing andelection recommendations are to be followed in accordance with "Handling Installing 6. Bracing'. HIB-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 straight and plumb poa- nbn 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 Installation between lasses to avoid toppling and dominoesµ{. 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 loads shallnot 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 bmc(ng Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 Wb&,od per ASCE 7-98, CRC, V. 125uph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 58.0 ft W= 11.5 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 4-5-15 0-6-6 i WO: CHEC3 WE: TI: Q I QTY:1 MULTIPLE LOADS -- This design is the composite result of >miltiple loads. =___ ____====�7oint Locations========_____=_ 1)= All COMPRESSION Chords are assumed to be 0- 0- 0 0- 2) 3- 9- 1 41 11- 5) 11- 6- 8 7) 0- 0- 0 continuously braced unless noted otherwise. 3) 7- 4- 0 6) 7- 6- 8 4- 0 End vertical(s) not designed for exposure ----MAX, REACTIONS PER BEARING LOCATION----- tolateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loc Vert 0- 4- Horiz Uplift Y-Low Type. ' Support 1 379# 0 439 11- 5- 4 374 179 0 -379 BOT PIN -337 BOT H-ROLL Support 2 337# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -479 0.16 7- 6 -442 0.19 2- 3 -329 0.16 6- 5 0 0.15 3- 4 -262 0.17 7-4-0 4-2-8 1 2 4 �600 4X6 3X4 4-2-6 1— LA4 11-6-5 7 6 5 439# 8.00" 1-1-9 .� 374# 2.50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Matrix Analysis 11-6-8 WAKMIMI: 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 election bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of taus members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddiUonal bracing of the overall stivcture may be required. (See HIB-91 of TPg. (Truss Plate Institute. TPI. Is located at 583 D'Onofrb Dre. Madison. Wisconsin 537191,. JOB PA77f: C.97EE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.4674 Truss ID: QI Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS• 08.20.02 C 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer di clahns any mpons(bilfty for damages as a result of faulty or Incorrect Information. speclUcaum's and/or designs furnished to the truss designer by the client and the correctness or accuracy d this wonuabon as R may relate to a spe- cdic project and accepts no responsibility m exercises no control with regprd to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed. as an individual building component in accordance with ANSI/7Pl 1-19%and RDS-97 to be incorporated as part of the building design by a Building Designer, (registered architect or professional enghreer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In ageemerit with the local budding codes. local climatic records for wind or snow bads. Project aP_MmUom or special applied loads. Unless shown. truss has not been designed for storage - occupancy loads. The design assumes compression chords atop or bottom) ate continu- ously braced by sheathing unless otherwise specified.. Where bottom chords in tension are not fully bmmd laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahan(zed steel meeting AMN 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 rea➢ze a continuing responsibWty for such ven- Rcatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be insta➢edover knotholes. j knots or distorted gram. Members shall be cut for light Riling wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about thejomt unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (hoksl run pamilel 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- Iing and/or erection stresses. This truss is not. to be fabricated with fire retardant treated lumber unless otherwise shoam- For additional information on Qua1Ry Control refer to ANSI/TPt 1-19% PRECAUTIONARY NOTES AN bracing and erecttn recomnendatlons are to be followed In accordance with 'Handling ImtaNng a Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and Insta➢atlon to avoid. damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- IUon and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ung is essential and erection bracing is allays required.. Normal Prenutbnary action for onuses requires ouch temporary bracing during instaDation between tnsses to avoid toppling and dominoing, The supervision of erection of trusses shall be under the control of persons experfenced In the installation of 1-sses. Professional advice shall be sought If needed. Concentration of conslnretion loads greater than the design bads shall not be applied to misses at any time. No bads other than the weight of the erectors shall be applied to trusses until aRe, all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be [(larked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D= 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 3-10-3 0-6-6 I WO: CHEC3 WE: Analysis based on simplified Analog Model. MULTIPLE LOADS -- This design is the ceagosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 235# ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: R QTY:2 9_ === ==Joint Locations==_____________ 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER EIF"I G LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 HOT PIN 5-11- 4 75 0 -65 B(7T H-ROLL WndL,od per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 €t W_ 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 Q Attach with (4) 10d Toe -Nails 2-2-8 1-4-2 Attach with (1) 10d Toe -Nails 3.00 j 0_8 1 5-4-8 4 3 248# 8.00" 127# 2.50" L" 1-1-9 1® 76A .50" j 6-a8 (R1-1-7) i C/L: 4414 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 0.5459 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Maru Analysts WiPWRINVU: 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 Ls a part of the building design andwhich must be considered by the bu➢dmg designer. Bcing shown is for lateral support of truss members only to reduce buckling length. Prm blo vs must bera made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the merall structure may be required. (See HIS-91 of TPId. frruas Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719l. JOB PATH: C:iTEE-WKIHOMEDiR Eng. Job: Dwg: Dsgnr. TLY Chk: ; Truss ID: R Date: 4-24-03 TIC 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: i _ HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims i any responsibility for damages "a result of faulty or incorrect infortnation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as tt may relate to a spe- cific project and accepts no responstbtlity or exercises no control with regard to fabriea- non, handling, shipment and installation of [ruses. This taus. has been designed as an individual bulidtng. component in accordance with ANSf/TPI )-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer(registered arehftect or professional engfriftd. When reviewed for approval by the building designer. the design loadings shown must be checked to be au- that the data shown are In agreement with the local building codes. local chmatk records for wind or snaw bads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes i compresslon chords (top or bottom) are mnttnu. ousW braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied I r'iod "Wag, they should be braced at a rraeinum spacing of l0'-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped gaWantud steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawhg is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepa"cles 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 bothfaces of the truss with nalis fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A Fix8 plate is 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members ahall meet at the cmro tld of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mconunendatiorms are to be followed In accordance with `Handling Instailing & Bracing'. HIB-91. Trusaes 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 will plumb pos- Rion and for realstlng 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 re9 Ilea such temporary bracing during itlstaltatkin 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 loads 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 -it- all fastening and bracing is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 421# Support 2 328# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D=-0.01" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.15 3-9-15 0-66-6 _L MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W- 11.5 ft Truss in INT zone, TCDL= 4.2 psf, BCDL 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... PORCE...CSI 1- 2 -448 0.33 6- 5 -356 0.18 2- 3 -347 0.30 5- 4 0 0.12 TI: RI 6QTY:1 __ == -- Joint Locations==============_ 1) 0- 0- 0 3) 11- 6- 8 5) 6- 0- 0 2) 6- 0- 0 4) 11- 6- 8 6) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 439 146 -421 BOT PIN 11- 5- 4 374 0 -328 BOT H-ROLL 4X6 zee 3-6-6 LA4 11-6-8 6 5 4 439# 8.00" 1-1-9 1 374# 2.50" (R1-1-7) 11-6-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DftOVIEDO.F1.32766 Design: Mvrriz Analysis WRkKININU: 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 K 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 be made to anchor lateral bracing at ends and specified locations determinedby the building designer. Additional bracing of the overali structure may be mquied. (See HIB-91 of 'IYii. (Truss Plate, institute. TPI, is located at 583 D'Onofrko Drive. Madison. Wisconsin 537191. JOB PATH: C:ITEE-LOKIHOMFDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC bead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.5287 Truss ID: R1 Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08-20.02 DESIGN INFORMATION This design is for an individual building componentand has been based on information provided by the cilenL The designer disclaims any responsibility for damages as a result of faulty or incorrect tnfo=tUo0n, spe`ss7d tlons and/or designs furnished to the Wss designer by the client and the correctness or accuracy of this Information as it may relate to a ape- clnc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of tnn-cses. This truss has been designed as an Individual building component in accordance writ ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. Local climatic records for wind or snow loads, protect specifications or special applied bads. Uniess shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc contlrm- j ousiy braced by sheathing unless otherwise specified. Where bottomchords 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.e. Connector plates shad be manufactured from 20 gauge hot dipped gaivanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to malie a continuing responsibility for such ven- fbcation. 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 Ught fitting wood to wood bearing. Con- nector plates shad be located on bout faces of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is S- wide x 4" long. A 6x8 plate is 6, wide x 8" long. Slots (holes) run parallel to the plate length specfled. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sires 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 rabr sated 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 followedin accordance with -Handling InstaWng & Bracing'. HIB-91. Trusses are to be handled with particular cart during banding and bundhng. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a. straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bmctng Is always required. Normal precautionary action for trusses requires such temporary bracing during Utstaflatbn between trusses to avoid toppting and donunoing. The supervision of erection of trusses shall be under the control of persons experienced In the hstailatlon of trusses. Professional advice shad be sought it needed. Concentration of construction bads greater than Use design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shad beapplied to trusses until after all fastening and bracing is completed. IB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L_-0.06" D- 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-2-3 T 0-6-6 WO: CHEC3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccugosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 TI: S QTY:2 __- ==Joint Locations__________ 1)=Oa=O_=_____ 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type: Encl L= 58.0 ft W= 4.7 €t Truss in In zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 6�00 3.00 I -8-0 Ij�II 4-0-8 4 3 205# 8.00" 98# 2.50" 1-1-9 al 4-8-5 60# 2 50" (R1-1-7) EXCEPT AS SHOWN PLATES ARE TLZO GA TESTY PER ANSIITPI 1-1995 Over 3 Supports C/L: -7-4 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. 110ENSE #0050068 WAKPIIMIJ: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf which is apart of the budding 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 ..at be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HID-91 of TPII. BC Dead 10.0 psf ffruss Plate institute. TPI, is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Truss ID: S Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmrix Analysis JOB PATId: (7 )TEE-LOKIHOMEDIR TOTAL 33.0 HCS 08.20-02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: DESIGNINFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclatms any responsibility for damages as a result of faulty or incorrect btformatlon, specifications and/or designs furnished to the taus designer by the client and the correctness or accuracy of this Information as it may relate to a ape- cific project and accepts no responsibil y or exercises no control with regard to fabrta- tion. handling, shipment and installation of trusses. This truss has been designed as an Individualbuilding component in accordance with ANSI/TPI. I-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional enginarl. When reviewed for approval by the building d-igner. the design loadings shown must be checked to be sure that the datashown are to agreement with the local building codes. local climatic records for wired or snow loads. Project spectlfathons or specfal applied bads. Unless shown, truss has not been designed for storage err occupancy bads. The design assumes compression chords (top or bottom( arc rnnttn t, ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-C" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run pam kl to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector pate sizes are minimum sizes based on the forces shown and may need to be increased for certahr hand- ling and/or erection stresses. This truss s trot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSUTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing. HIB-91. Trusses 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. Carefulhand- ling Is essential and erection bracing s always required. Normalpreautlonary, action for trusses requires such temporary bracing during Installation between lasses to avoid toppling and dornlnoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of muses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design leads shall not be applied to trusses at b any time. No ads other than the weight of the erectors shall be applied to trusses un111 after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS- 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCfOEUULE: Support 1 432# Support 2 306# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION- T= 0.01" RMB - 1.15 3-1-15 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W. 11.5 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -532 0.34 6- 5 447 0.21 2- 3 0 0.41 5- 4 451 0.24 TI: S1 QTY:I ==== _----- = =Joint Locations=== _ _ =_= 1) 0 0- 0 3) 11- 6- 8 5) 4 8 0 2) 4- 8- 0 4) 11- 6- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 439 139 -432 BOT PIN 11- 5- 4 374 0 -306 BOT H-ROLL -0 _ 6-10-8 1 3 6 0000 4X8 IYd JliY 11 16 511-6-8 I I 439N 8.00" 4 1-1-9 I 374# 2.50" 10 (RI-1-7) 11-6-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Mnuru An"iysis scale = 0.5287 1nHK141IN%j: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: I WO: CHEC3 Truss ID: S1 Date: 4-24-03 TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracingor similar bracing whichis a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shovm is for lateral support of truss members only to reduce buckling length. Provtslons must be BC Live 0.0 psf O.C. Spacing: 24.0" made to anchor lateral bracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of TP11. BC Dead s dIO.O pf Design Criteria: TPf firers Plate Institute. 1111. is bated at 583 D'Ono(tto Drive. Madison, Wacor m 537191. ,.1 Code Desc: FLA TOTAL 33.0 Psi V`09.05 - 19 - 3 JOB PATH: C:ITEE•1OKIHOMEDIX HCS. 0&20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on information provided by the client. The desipper disclaims any responsibility for damages as a msutt 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 fabria- tlom, handlb ,& shipment and installation o trusses. This truss has been designed as an individual building component in accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building destgner, the design loadings shown must be checked to be sure that the data shown are in agreement wnh the local building codes. brat cWnatfc records for wind or snow bads. project specUtwtlons or special applied loads. Unless shown. tress has notbeen designed for storage or occupancy loads. The designassumes compression chords atop or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before mtUng or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shad be cut for light fitting wood to wood bearing Con- nector plates shall be located on both faces of the thus with Nib 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 tic long. Slots tholes) run parallel to the plate length specified. Doubk cuts on web members shad meet at the cent -id o the webs unless otherwise shown. Connector plate sues are minimum at.- 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 addatlonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing'. HI13-9l. 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- atlon 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 hrstadation between trusses to avoid toppling and dominoing The supe fslon of erection of trusses shad 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 bads stud not be applied to trusses at any time. No bads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-6-3 I 0-6-6 CHEC3 WE: Analysis based on simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 TI: T ATY:2 ----- ===------ Joint Locations==a= 1) 0- a- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndL.od per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, ELp.t:at. B, Kzta 1.0 Bld Type- Encl L. 58.0 ft war 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 6.00 1-6-8 0-8-2 3.00 I 0-8-0 b 2-8-8 4 3 161# 8.00" 70# 2.50" Ie 1-1-9 + 3-4-8 44#' 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROMDO.F1.72766 Design: Mmrit Analysis V11AKINIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing is noerection bracing, wind bracing portal bracing or sirdlar bracing which is a part of the building design and which most 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 tile overall structure may be required. (See HIB-91 of TP11. Cr_. Plate InsUlule. TPI, is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). JOB PATH: 0TEE-LOKI110MEDIR Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Eng. Job: Dwg: Dsgnr: TLY Chk: W . Truss ID: T Date: 4-24-03 TC Live 16.0 psf DufFae - Lbr. 1.25 TC Dead 7.0 psr Durfac - Pit: 1.25 BC Live o.o psi O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V-0 2- - 3 HCS: 08.20M JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an irri!Wual building comporrent and has been based on information provided by the client. The designer disclaims any responsibility for damages as a mssuft of faulty or Incorrect. Information,specifications and/or designs furnished to the truss designer by the cbent and fire correctness or accuracy of this information as It nay relate to a spe- cific project and accepts no responsibilityor remises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This nuns has beers designed as an individual building component in accordance with. ANSI/TPI 1-IM and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional e 91neer). When mvk..d for app,—t by the building designer. the design loadings shown most be checked to be sure that the data shown are In agm anent with the local building codes. local climatic records for wind or anow 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 cootlnu- ousty brand by sheathing unless otherwise speedled. Where bottom chords in tension are not fully braced laterally by a pmperiy applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' ox. Connector plates shall be manufactured from 20 gauge hot. dipped galvanlrrd 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 fabricators plans and to realize a continuing responsibility for such verl- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wool bearing. Con- neclor plates shall be looted on both faces of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 6x8 plate is 6" wide x 8` long. SkoU (holes) run parallel to the plate length specified. Double cuts on web .—be. shall meet at the cenuotdof the webs unless otherwise shown- Connector plate sizes Ze minimum sizes based on the forces showri. d may need to be Increased for certain hand - Wog and/o 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 recourmendations are to be followed in accordance with -Handling Installing & Bracing'. H1B-91. Trusses are to be handled with particular ore during banding and bundling, delivery ery and InstahalJon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ItMn and for resisting lateral forces shall be designed and installed by others. Careful. hand- fing Is essentlad and. erection bracing is always required. Nornal precautionary action for trusses mqubes 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 bads greater than the design bads shalt not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to russes tuntil after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 404# Support 2 277# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D=-0.01" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 2-5-15 0-6-6 I 6.00 WO: CHEC3 WE: MULTIPLE LOADS -- This design is the coulposite result of uwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125niph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 11.5 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CST 1- 2 -556 0.15 7- 6 461 0.24 2- 3 -481 0.20 6- 5 471 0.29 3- 4 0 0.14 TI: Tl QTY:1 ----- = ==.joint L= _ ocations======_ = _ 1) 0- 0-=0 4) 11- 6- 8 7) 0- 0 0 2) 3- 4- 0 5) 11- 6- 8 3) 7- 5- 4 6) 3- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 439 118 -404 BOT PIN 11- 5- 4 374 0 -277 BOT H-ROLL 4X6 3X4 2 X4 2-2-6 5X6 3X4 439# 8.00" Ll 1 (R1-1-7)'� 116-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 1005 VANNFSSA DR.OVIEDO. FI-32766 Design: Marit Analysis MINI READ ALL NOTES ON THiS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Oils drawing 1s not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which mustbe cornsidemd 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 budding designer. Additional bracing of the overall structure may be. requb<d. (See M15-91 of TPII. firuss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: CATEE-LOKIHOMEDIR Eng. Job: DWg: Dsynr: 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 asf 3X4 F] I 374# 2.50" scale = 0.5287 Truss ID: TI Date: 4-24-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 21986- 3 11CS: 018.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: TI: U QTY:2 DESIGN INFORMATION TOP CHORDS: 2X4 SP #2 MULTIPLE LOADS -- This design is the ==0__ =___ _=====Joint Locations This design Is for an Individual building BOT CHORDS: 2x4 SP #2 con"ite result of Bultiple loads. 1) - 0- 0 3) 2- 0- 8 component and has been based on information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 provider) by the client. The designer disclah— Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- any responsibility for damages as a roues of faulty or incorrect tnformallcm.specifications bearing. WndLod per ASCE 7-98, CSC, V- 125mVh, X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 127 131 -157 BOT PIN by the client and the correctness oraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Encl L. 58.0 ft W= 2.0 ft Truss 1-11- 4 60 0 -191 BOT H-ROLL of this Information as it may relate to a spa- Support 1 157# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf cifle project and accepts no responsibility or exerelses no control with regard to fabrics- Support 2 D DE Fact Resistant Covering and/or Glazing Req ton. handling, shfpment and installation of MAX LIVE LOAD DEFLECTION: trusses. This truss has been designed as an L/964 at JOINT # 2 ..TC ... FORCE... CSI ..BC... FORCE... CSI individual building component in accordance with L=-0.02" Der 0.00" T=-0.02" 1- 2 -24 0.20 4- 0 -229 0.05 ANSI%TPi 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 46 0.02 as part of the building design by a Building T= 0.03" Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engineer)- when reviewed for approval by the T= 0.04 ^ building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. RMB - 1.15 local climatic records for wind or snow loads. project speeglotbm or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes ously braced chords (top or bottom) are mntinu- 2-0-$ k specibraced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied _ rigid calling, they should be braced at a rrsa.Amum spacing of 10-0- o.c. Connector 6•00 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 tlrb drawing W verify that this drawing its In conformance with the fabricators plans and to realize a continuing responsibility for such wrt- fkatton. 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 Ught fitting wood to wood bearing. Con- 1-10-3 nectar plates shall be located on both faces of the truss with nabs fully imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8" long Slots (holes) rim parallel to 0-6-6 the plate length specified. Double cuts on web members shall meet at the centrold of the webs j 0-4-2 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- 5X6 ling and/or erection stresses. This truss Is not to be fabricated with Uwe retardant treated lumber unless otherwise shown. For additional information on Quality Contml refer to ANSI/TM I-19% 3.00 ) 0-8-0 PRECAUTIONARY NOTES —� AB bracing and erection recommendations are to be followed In accordance with -Handling 1-4-8 installing @ Bracing'. HIB-91. Trusses are to be handled with particular care during banding 4 3 and bundWg delivery and Installation to avoid 127H 8.00" 60k 2.50" for holding tre. y Ina stand raight permanent and plumb gpos- aton and for resfsting lateral forces shall be ^7� mat 2-0-$ designed and installed by others. Careful hand- (R1-1- r tong is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 scale = 1.1370 required. Nomral precautionary action for aes requires such Temporary bracing during hista READ ALL NOTES ON THIS SHEET. Eng. Job: blstaUatiml between tfttsses to avoid topplingng WO: CHEM and darrnfnohng. The supervbtonaof erection A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dog: Truss ID: U trusses shall be under the control persons 1[ Maronda Systems experienced in the Instag"u n of trusses. Dsgnr: TLY eblt: Date: 4-24-03 Professional advice shall be ought if needed.. CONTRACTOR. Concentration or construction loads greater TC Live 16.0 psf DurFac - Lbf: 1.25 than the design bads shall not be applied to 4005 MARONDA WAY BRACING WARNING: trusses at any time. No bads other than the 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 weight of the erector shaft be applied to SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing m trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Pmvtsbns must be BC Uve 0.0 psf O.C. Spacing: 24.0 Is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPi TOMAS PONCE P.E. Additional bracing afthe owerau structuremaybe requbed. (See H1B-91 of TPd. ps LICENSE #0050068 finis Plate Institute. TPI. is located at 583 D'Onofro Drt-. Madlson. Wisconsin 53719) Code Desc: FLA 1005 VANNESSA DROVIEDO.F1.32766 1 TOTAL 33.0 psf V:09.05.02- 21987- 37 ucnxm. urea'. M—y,r SON rAifr: LARZ-LUAUfvMEVIK HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information providedby the client. The designer disclaims any responsibility for damages as a result of faulty or bnorect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Info -matlon — it may relate to a spe- cfic project and accepts no responsibility or exercises no control with regard to (abrica- twn. handling, shipment and installatlon of trusses. This truss has been designed as an Individual building component[ to acrorda— with ANSI/TPI 1-1995 and 14OS-97 to be incorporated as pest of the building design by a Building Designer (registered architect or professional englmeed. When reviewed for approval by the building designer. the design loadings shown ..at be checked to be sure that the data shown. are In agreement with the local building codes. beat climatic records for wind - snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes coupression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottmn chords in tension an not fully braced laterally by a Property applied rigid cefling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured fmm 20 gauge hot dipped galvanized sleet meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- ficalion. 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 tearing. Con- nector phales shag be located on both faces of the truss with rmits 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 (holes) run parallel to the plate length specdled. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate slus 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 fabricatedwith fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPf 1-1995 PRECAUTIONARY NOTES AN bract" and erection recommendations are to be followed In accordance with 'Handling Installing t4 Bracing% HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be deslgtled and installed by others. Careful hand- Itng 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 dominobng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 WO: WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, K= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft W= 0.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 TI: V QTY:2 =_ === __ ==Joint Locations============--- 1) 0-2-1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 111# Support 2 77# 0-9-0 1 Z 6.00 Attach with (1) 10d Toe -Nails 0-10-14 Attach with (1) 10d Toe -Nails 0-9-0 4 3 65# �7g.50" 8# 1.5011 I@ (R11197) pig - UJ�-a.50" 8�0-0-1 1) C/L: 0-5-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.F1..32766 Design: Mmrtr Analysis WAKMIKU: 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 simlias bnacing which 6s a fart of the building design and which must be considered by the building designer. Bracing shown Is for Lateral support of truss me bi only to reduce buckling length. Provisions must be made to anchor lateral bracing at, ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). fRvss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison. Wtsconsin 537191- !08 PA7H: CA EE-LOKINOMED/R Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 1.7484 Truss ID: V Date: 4-24-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as 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- cific projectand accepts no responsibility or exercises no control with regard to fatmca- Uon, handling. shipment and Installation of trusses. This truss has been designed as an j Individual building component In accordance Witt ANSI/TPI 1-1995 and NDS-97 to be tncorporated as part of the building design by a Building Designer (registered architect or pmfesslursl enginceit. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage - occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in terufan are not fully braced laterally by a properly applied rigid celbng, they should be braced at a maximum spacing of 10'-(' 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- j fkation. Any discrepancies are to be put In writing before cutting or fabrication.. Plates shall no be installed over knotholes, knots or distorted grain. Members shall be cut for right fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5` wide x 4' long. A 60 plate is 6' wide x 8' long. Skits tholes) 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 am minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recom imendatiom are to be followed In accordance with 'Handling Installing It Bracing". filB-91. Trusses are to be handled with particular care during banding and bundlurg, delivery and Installation to avoid damage. Temporary and permanent bmcing for holding tosses in a straight and plumb pos- ition and for residing 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 tnlsses to avoid toppling and dominoing. The supervision of erection of tosses stall be under the control of persons experienced in the installation of trusses. Professional advice shall 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 weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 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=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 0-6-2 WO: CHEC3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced Curless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 274# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 TI: W ATY:2 _ ===_=====Joint Locations======___===ra=_ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot Type 0- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 BOT H-ROLL 9-10-13 1 2 3 4.24 4-0-3 3X8��' 9-10-13 5 4 215# 11.31" AI,7& 2.50" 1-6-2 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TP1 1-1995 Maronda Systems 1 )0 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis 9-10-13 scale = 0.4873 VVAKN114U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: I WO: CHEM Truss ID: W Date: 4-24-03 TC Live 16.0 psf DurFaC - Lbr: 1.25 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.�2f,5t which is apart of the building design and which must be considered by the building designer. Bis mra r cing shown [or lateral support of truss mebeonly to reduce buckling kngth. Provisions must be BC Live 0.o p O.C. S .On Spacing: P 9• Lti 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 M) BC Dead 10.0 psf Design Critia/: erice: TPI ss (1`11iPlate Instttute, TM. Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 537191. Code Dedt t TOTAL 33.0 psf V:0 05.02- 0 - 1 JOB PA771: C.- EE-LOKIHOMED/R HCS: 08.20.02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design is for an Individual building component and has been based on tWormation 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 err accuracy of this Information as It may relate to a spe- ci is protect and accepts no responsibility or exercfses - controt with regard to IaMtca- tion. handling. shipment and Installation of trusses. This truss ha_s 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 design-, the design loadings shown must be checked to be sun that the data shown an In agreement with the local building codes. local climatic records for wind or snow loads, protect spectflcations or special applied loads. Unless shown. mess has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contilu- -ly braced by sheathing unless otherwise specified. Where bottom chords In tension an not fully braced laterally by a Woperh' applied rtgd ceiling, they should be braced ata maximum spacing of la-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A,STM A 653. Grade 40. untess 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 resporuiblUty for such verl- ficallon. Any discrepancies an to be put in writ" before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shalt be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalis fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6xg plate Is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes an minimum slus based on the forces shown and may need to be increased for certain hand- ling and/or election stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional idomratlon. on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ag bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- hbn and for resisting lateral forces shall be designed and installed by others. Careful hand- ing Is essential and erection bracing (a always required. Normal precautionary action for trusses requires such temporary bracing diving Installation between trusses to avoid toppling and dominoing. The superwislon of erection of trusses stall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trtr. s at any time. No loads other than the weight of the erectors shall be applied to messes until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 608# MAX LIVE LOAD DEFLECTION: L/963 at JOINT #10 L=-0.03" D= 0.01" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 3-3-15 0-6-6 4 I MULTIPLELOADS -- This design is the ccagosite 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- Part L= 58.0 ft W= 10.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -129 0.20 10- 9 117 0.17 2- 3 197 0.22 9- 8 136 0.17 3- 4 286 0.30 8- 7 136 0.17 4- 5 -148 0.27 7- 6 136 0.17 TI: X QTY:4 __ _== ====-Joint Locations=========_--- 1) 0- 0- 0 5) 10- 0- 0 9) 1- 6- 4 2) 1- 6- 4 6) 10- 0- 0 10) 0- 0- 0 3) 5- 0- 0 7) 8- 5-12 4) 8- 5-12 8) 5- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 6- 4 381 75 -549 BOT PIN 8- 5-12 382 0 -608 Bl7T H-ROLL 5-0-0 5-0-0 L 2 4 5 Q 4X6 I I fl 1U-0-0 10 9 g 7 6 CANT: 14 382# 3.50" 382# 3.50" .14 10-0-0 r (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 n� Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR0VIED0.FL32766 n..:._. u....:.. ..._t..-._ IIYAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or stmflar bracing which is a part of the building design and which must be considered by the building designer. Bracing sh ri Is for lateral support of truss members only to reduce bucking length. Provision must be node to anchor lateral bracing at ends and sp-tfVd Locations determined by the building designer. Additional bracing of the ­0 structure may be required. (See HIB-9I of TPB. IT- Plate Institute. Tpl. Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 537I9). 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 0-6-6 i CANT: 14-8 11-1-9� (RL-1-7) I scale = 0.5465 Truss ID: X Date: 4-24-03 DUrFac - Lbr: 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V: 0 - 22004- HCS- 08.1D:02 DESIGN INFORMATION This design. Is for an individual building component and has been based on information provided by the client. The designer disctahns any responsibility for damages - a —it of faulty or inconed information. specYMatbns and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as K may relate to a spe- dtic project and accepts no responsibdhy or exeroises no control with regard to fabrics- U.. handling, shipment and installation of trusses. This truss has been designed as an individual budding component in accordance with ANSUTPI f-1995 and NDS-97 to be Incorporated as part of the budding. design by a Building Designer (registered architect or professional englneeri. When reviewed for approval by the building designer. the design loadings shown must be checked to be surethat the data shown arc hi agreement with the focal building codes, local climatic records for wind o 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 boftomi are conunu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully traced laterally by a property applied rigid ceetng, they should be brand at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rcatlze a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabncatlon. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall. be cut for fight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym.. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 6x8 plate is 6' wide x 8" long. Skrts (holesl run parallel to the plate length specified. Double cuts on web members Shan meet at the centrold of the webs unless otherwise shown. Connector plate sizes are nrhumum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling installing A Bracing', HID-9 1. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essenllai and erection bracing is allays required. Nomad precautionary action for trusses requires such temporary bracing during tutalhtion between trusses to avoid topptlng and dombrohng. 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 bmctng is conipieted. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 02 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD- 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT COMIECTION PER SCHEDULE: Support 1 549# Support 2 608# MAX LIVE LOAD DEFLECTION: L/963 at JOINT #10 L--0.03" D= 0.01" T--0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB a 1.15 3-3-15 0-6-6 1 WO: CHEC3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" O.C. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wn(Zod per ASCE 7-98, C&C, V- 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L= 58.0 ft W= 10.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf .TC...FORCE... CSI ..BC ... FORCE...CSI 1- 2 -129 0.20 10- 9 117 0.17 2- 3 197 0.22 9- 8 136 0.17 3- 4 286 0.30 8- 7 136 0.17 4- 5 -148 0.27 7- 6 136 0.17 TI: X1 9TYA =_______.... = Joint Locations=========-==--= 1) 0- 0- 0 5) 10- 0- 0 9) 1- 6- 4 2) 1- 6- 4 6) 10- 0- 0 10) 0- 0- 0 3) 5- 0- 0 7) 8- 5-12 4) 8- 5-12 8) 5- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 6- 4 381 75 -549 BOT PIN 8- 5-12 382 0 -608 BOT H-ROLL 5-0-0 5-0-0 1 2 4 5 6 0000 4X6 6.00 M F1 10-0-0 CANT: 1-4-8 10 382# 9 3.50" 8 382# 7 3.50" 6 L.1-1-9-L 10-0-0 GABLE STUJ PVA*,3 ( ) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 tMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DAOVIEDO.FL32766 DesignMatrix Anaipsm nlAKINIKU: 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 erectionbracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shower is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends andspecified locations determined by the building designer: Additional bracing of the overall structure pray be required. [See 111B-91 of M1, (Tmss Plate Institute, TPI. is located at 583 D'Onofrio Dave, Madls mn Wisconsin 537191. JOB PATH: CATEE-LOKIHOMEOIR Studs a 24)-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf 3-0-6 0-" _L CANT: 14-8 11-1-9-9 scale = 0.5465 Truss ID: X1 Date: 4-24-03 DurFac -Pit: 1.25 O.C. Spacing: 24.00 Design Criteria: TPI Code Desc: FLA HCS. 08.20.02 DESIGN INFORMATION This design is for an individual building component and Iris been based on mformatlon prm1ded by the client. The designer disclaims any responsibility for damages a-s a result. Of faulty or tncorect Information, specifications and/or designs fumisbed to the truss designer by the client and the correctness or accuracy of this information as R may relate to a spe. cific project and accepts no responsibdlty, - -m-es no control with regard to fabrica- tion, handling, shipment and Installation of tlu6ses. This truss has be— designed as an individual budding component in accordance with ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional cugfneerl. when reviewed for approval by the building designer, the design leading. shown must be cir-ked 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 assumes comnpv ion chords (top or bottom) arc continu- ously bracedby sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property 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 ASIM A 653. Grade 40.. unless otherwise shower. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawl" is in conformance with the fabricators plans and to outlive a continuing responsibility for such vert- fkatlon. Any discrepancies are to be put in writing belore cutting or fabrication. Plates shall not be Installed Over knotholes, knots or distorted grain. Members shag be cut for tight filling wood to wood bearing. Con- nector plates shad be located on both fags of the truss with nails fully imbedded and shall be sym. about the jolt unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Sluts (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sinus 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 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 & Stating. H18-91. 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- Rfon 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 Instadhtfan between trusses to avoid toppling and domlolg. The supervision. of er"tion or trusses shad be under the control of persons experienced In the lsta.11atfon of trusses. Professional advice shad besought if needed. Concentration of construction loads greater titan the design bads shad not be applied to in,-- at any time. No loads other than the weight of the erectors shad be applied to trusses until slier all fastening and bnaclog Is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. WO: CHEC3 WE: TI: Y TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 4-3-15 0-6-6 i U Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLood per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp_Cat. B, Rzt= 1.0 Bld Typee, Encl L= 58.0 ft W= 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 QTY:4 == __ _=====Joint Locations====--___==:_=_ 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type , 6-10-12 151 172 -356 TOP PIN 0- 4- 0 280 203 -433 BOT PIN 6-10-12 81 0 -52 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 433# Support 2 356# Support 3 52# T I 1 7-0-0 4 3 281# 8.00" 151# 2.50" 1-1-9 t,}e 7-0-0 82# .50" C/L�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 (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE83A DR.OVIEDO.FL32766 Design: Matrix Analysis r11iflKNlriti: 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 erectlun bracing, wind bracing, portalbradng or similar bracing which is a part of the building design and which mustbe considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling tried length- Provisions. most be made to anchor lateral bracing at ends and specified locations determby the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII- (TYus-c Plate Institute. TPL Is located at 583 D'Onofrto Drive, Madison. Wisconsin 537191. 108 PATH: C: tTEEd,OKIHOMEDiR 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 Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: Y Date: 4-24-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCs.: 09.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on Info nation provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect hdormatlon. specifications and/or designs furnished to the tens designer j by the client and the correctness or accuracy I of this information as it may relate to a spe-cific project and accepts no responsibility or exerclses rm control with regard to fabrf®- tlon, handling shipment and installation of trusses. This truss has been designed as an individual building component in accordance with 3 ANSa/'IPI I.-19%and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineers- When reviewed for approval by the budding designer, the design loadings shown I most be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads. prcftdspecifications or special applied bads., unless shown. tens has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding they should be braced ata maxbnum spacing of Id-0' o.c. Connector plates shad be manufactured from 20 gauge hot dipped Pivantred 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 cordonnance with the fabric lor's plans and to realize a continuing responsibility for such vert- flcatbn. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shad not. be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shad be located on both fan 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' wile x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shag meet at the centrotd of the webs unless otherwise shown. Connector plate sizes art minimum sizes based on the forces shown may ay need to be increased for certain hard- gng and/or erection stresses. This truss s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES Ali bracing and erection moorrunendauons are to be followed in accordance with -Handling Installing A Stating'. HfB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral 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 tnksses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation d trusses. Professional advice shall be sought If needed. Concentration of construction toads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to tn� ses until after all fastening and bracing is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/635 at Mid -panel # 1 L--0.10" D= 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMH = 1.15 WO: CHEC3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125aph, H= 15.0 ft, I= 1.00, Bbcp.Cat. B, Kzt- 1.0 Bld Type- Eacl L= 58.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 TI: Z QTYA ___ __ on=====_ -=-Joint Locatis==___=___ 1) 0- 20 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 SOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHBDULEt Support 1 399# Support 2 278# Support 3 44# 5-1-8 1 1 Q 3-1-2 5-1-8 4 3 219# 8.00" 110# 1.50" l 1-1-9 61# 50" e 5-1-8 (111-1-7) F C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE A0050008 1005 VANNESSA Dn.OVtEDO.FLs2766 Design: Matrix Analysis WAKNIN(j: 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 isa part of the building design and which must be considered by the butkding 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 required. (See HIB-91 of TPg. Trans Plate Institute. TPI. is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOXIHOMEDIR Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHE Truss ID: Z Date: 4-24-03 TIC Live 16.0 psf DurFac - Lbr 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI — Code Desc: FLA TOTAL 33.0 psf ; 9.0 0 - 2 - HCS. 08.20 02 JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This deslgu is for an individual building component and has been based on information provided by the e6enL The designer disclaims any responstblllty for damages as a result of faulty or inc""""' information. specificatons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may mule to a ape- etfte project and accepts no responsibility, or exercises rro control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated a port of the, building design by a Building Designer (registered architect or p ofessloml englneerl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. local climatic recordsfor wind or arrow bads. Project specifications or special applied loads. Unless shown., truss has not been designed for storage or occupancy Inds. The destgn assumes. compression chords (top or bottoml are conunu- ously braced by sheathing unless otherwise specified- Where bottom chords In tension arc not fully braced laterally by a properly applied rigid crtling, they should be braced at a maximum spacing of 10`0" o- Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS -TM 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- ncatlon. Any discrepancies arc to be put 1n writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distoded grain. Members shall be cut for tight fitting wood to wood beating. Con- nector plate shall be located on both faces of the truss with nulls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cutson web members shall meet at the centroid of the webs unless otherwise shown. Connector plate styes are minimum size based on the forces shown and may need to be increased for certain hand- : Itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unkss otherwise shown. For additional information on Quality Control refer to ANSI/TPf t-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations are to be followed N accordance with -Handling Installing & BracbW. 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- afon and for "Wing lateral forces shall be delgbed. and installed by others. Careful hand- ling 1. essential and erection bracing is always required. Normal precautionary action for nmsse requires such temporary bracing during tttstalhtion 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 trusse. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads'haft notbe applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses =ill after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D. 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION- T- 0.00" RMB - 1.15 WO: CHEC3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 TI: Z1 QTYA ==Joint Locations== = ====n=== =1) -0- 2 =0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNBCTION PER SCHEDULE: Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 r6.00 2-1-2 3-1-8 4 3 154N 8.00" 6711 2.50" la 1-1-9 37# 2 Orr 3-1-8 C/L: -0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis 1nAKP IIINI : 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 par of the building design and which must be considered by the buiidbng 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 buadtng deigner. Additional bracing of the overall strmctum may be required. (See HIB-91 of TPiI- fi7uss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PA771: C:11SE-1,0KITIOMEDIR Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: Dwg: Dsgnr: TLY Cl*.- WOACTFEC3 Truss ID: Z1 Date: 4-24-03 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 2_ 2 - Is HCS: M20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the clk.L The designer disclaims any responsibility for damages as a result of faulty or Inmrrect information. specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no respomibility or exercises no control with regard to fabrie n- tlon. handling, shipment and tnsta8ailon of trusses. This truss has been designed as an individual building component in accordance with ANSI/'M 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer fregfstered architect or professfonal englneed. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure thatthe data shown are in agreement with the local building codes. focal climatic records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified.. Where bottom chords in tension are not fully braced laterally by a properly applied rigid miling, they should be braced at a maximum spacing of Id-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaivant=d 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 dewing is In conformance with the fabricators plans and to realize a continuing responsibility for such ven- f cation. Any dlscrepandes are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots - distorted grain. Members shall be M for tight fitting wood to wood bearing Con- nector plates shag be located on both faces of the truss with nalks 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 (holesl run parallelto the plate length specified. Double cuts on web members shall meet at the —tmfd of the web. 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 (toss 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 hutaWng R Bracing', HIS-91. Trusses are to be handled with particular rare during banding and bundling, dellvery and Installation to avoid damage. Tmporary and permanent bracing for holding trusses in a straight and plumb pos- kion and for misting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is atways 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 -trot of persons experienced In the Installation of )ruses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any thee. No loads other than the weight of the erectors shall be applied to tnuses until after all tr fastening and acing Is completed. JB: CHESAPEAKE C 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 DOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 La, 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 L411 T 0-6-6 CHEC3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type= Encl L. 58.0 ft W= 1.1 ft Truss in END zone, TCDL. 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z2 ATY:4 __=_===_= ===-Joint Locations_______________ 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN ` 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SC =uLE: Support 1 165# Support 2 65# Support 3 7# Imo__ 1-i-S L � 1 2 6 0000 ice— 1-1-8 L 4 31 89# 8.001n 25# 2.50" 131f 2n C/L: 1 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNISSA DR.OVIEDO.FL32766 Design: Matrix Analysis Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHFC3_ Truss ID: Z2 Date: 4-24-03 TC Live 16.0 psf Durfac - ME 1.25 Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 which is a panof the building design and which must be considered by the building. designer. Bracing shown is for lateral support. of truss members only to reduce bmkitng length. Provlm rs must be BC Live 0.0 p f t ac O.C. Spacing: 24.0" p g. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See FIIB-9l of TP11, Bt. Dead 10.0 f ps Design Criteria: TPI (Truss Plate Institute. TPI. is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V: 2- 2 - JOB PATH: C:ITEE-LOXIHOMEDIR HCS: 08.20.01 cc CV M rn CV 0 a 1%.^-, 1 I r " Wayne WINDL OAD SPECIFICATION 0108 Ijalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-O" MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 13 GA HORIZ ANGLE t 054" HORIZ TRACK 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB RA K BOLT i TRACK BOLT �i (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST K . OVERLAP TOP AND BOTH ENDS OF c PANELS MINIMUM 7/16" TO MEET Of NEGATIVE PRESSURES. DRILL .281 OR 9/32"0 4. U—BAR TO HAVE A MINIMUM HOLE IN TRACK FOR YIELD OF 80 KSI J8—US BRACKET ATTACHMENT ' 5. TRACK, AND DOOR STEEL TO r "' HAVE A MINIMUM YIELD OF 33,000 PSI. (1) J8-US BRACKET LOCATED '{- AT EACH ROLLER LOCATION • 6. OPTIONAL 080 (MIN) EXCEPT TOP BRACKET ROLLER p ALUMINUM LOUVERS WITH HIGH (P/N 125i39). IMPACT STYRENE FRAME MAY BE =- LOCATED IN THE END PANELS OF •.; THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS ` REQUIRED. 5/1.6x1-5/8"' 8. THE DESIGN OF THE LAG SCREW G. > SUPPORTING STRUCTURAL AT EACH JB—us o �' ELEMENTS SHALL BE THE BRACKET aD1 e• r;. RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR p=' THE BUILDING OR STRTJQfT:t1RE AND .054" VERT TRACK IN ACCORDANCE;;,WI+TN:',r f2RENT �'• BUILDING COQE:! � FC3fR/� Tvl � L ADS 0 LISTED ON :Tf-ft'S.D�P1r': 1/4-20x9/16" TRACK ' BOLT do 1/4-20 HEX NUT AT EACH JS—US Approved: BRACKET -WS wli0q,.F- 3345 AONSON OP. P£N,PC6LA;' FL 42514 A ` FLORIOkI;VirgM0`NrNO•. 004�489 c G£ORCIa�.r�tTJFII,�1j�ON NO '0 8$19 $ 14. 1 NORiw.CARoUWti,CEP.nF1CAA9N' Jcv oi3936 Date: OP riON CODE' a7`08' REV. P WM 9 ' x 14 ' MA X 44 PSF 1 OF 4 7R-A Cl, END I 'INCLE. 70P BRA CI(6-7- RLE-WIRSIVEN TS 1/4-20x9/16- TRACK 3E�-- BOLT & 1/4-20 HEX Aff NUT THROUGH ANY TWO ALIGNING HOLES-- TOP BRACKET 7---1 (P/N 108077) TEK SCREWS (P/N 141668) 14 CA WIDE BODY HINGE 00 ...... 0 0 (4) I/4-20x5/8'* SELF -THREADING SCREWS (P/N 100320) (2) 1/4-2Ox5/8" �TEK. SCREWS END HINGES 66. =ao .3 20 CA BAR WIDE BODY HINGE \�-(P/N SEE BILL of MAT'L) L H HI RH END HINGE NYLOP.-ROLLER (P/I 270791) BOTi' , BRACKET ` (PA_2.70;54 & 11-1-210Y5) (31'-.1/4-29X7/8" 1-,,,TEK ZCREWS �Nl 6 �o:5017 Approved: W.S. Wilso, P.L 3395 ADOISON DR., PENSACOLA, FL 32514 (D L r FLORIDA COMMADON NO. 0048489 GEORCUk CERTIFICATION NO. 018S19 4� 1 /2" NORTH CAROUNA CERTIFICATION NO. 023836 (20 CA CENTER Date: 5r- 0 16 CA END STILES STILES) 0Pr101V CODE- 0108' 1 REV:- P WM 9' x 14' MAX 4 4 PSF � 2 OF 4 U--SAR LOCATIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 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 6 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 CA 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) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE tt;itnllr::j ':;• Approved: • 3395 A60i5a17'OR.� PF3aSACdI�-fL�3Z5j�rN.;. FLARIOA ;CERnMTI0N NO. 0048480 CEOFMA CEfM0aDON?a0�418514 v= Z l : POR1H'.CPA OUNA CERnF1Gli1bN NO '01306- Date: L) OP noN CODE. 'C� y'�•) t REV. P WM 9 ' x 14 ' M OF- 4 Wind Load Test Report Report # 0108P February 1, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door ' must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per specificaticips outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .l0 or 11%. (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. Waynelviark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KS1. 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 A4weM,*:QA18(Q127). APPROVED.dPT3bkL�,r��'�% � Based on of -er'' Name: W.S. N Ison,:. c- � - cs t 3395.Adilisori.Dr.,, P4rTsac9l;a;:Ftf Florida eerk'.;rlo,.00�1�g8 Georgia Cert Nb,�Jt85•I �``��: North Carolina cyrr Nd. 0s� 36 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. 7. ®R A.NG1E COUNTY, IL�DINGDll`IION fig figZi•toJ 5 L . 1-1,0?lQ/ Wagnr WINDL 01 A0 SPECIFICA TION 0110 manon MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL DESIGN PRESSURE: POS. 27 PSF DESIGN PRESSURE: 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. B. LOCK OR OPERATOR IS REQUIRED. 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4 20x9/16" TRACK SOLT & (2) 1/4"-20 HEX NUT 5/16"x1-5/8" LAC SCREW AT EACH J8—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1/4"-20x9/16" - TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JS—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE cD THE RESPONSIBILITY OF THE 067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN CN ACCORDANCE WITH CUPRENT BUILDING CODES FOR'`TH.E LOADS LISTED ON THIS-DRAWINrr.' (1) JB—US BRACKET LOCATED a "+ t AT EACH ROLLER LOCATION Approved: _ I r , ' r.' ' EXCEPT TOP BRACKET ROLLER w wlsor, f::"•Y' .'`'` `, . : ";' (P/N 125139). SSdS 'AD(11$gN�+pR: P�N$0{!�, fl �2514 = _:• f;�jlitQA tf}�TIACa�d1W r�1CfJ GEOR014•t?6nnc 110N �x{�o.�. o18519 Date: •. OP TION C012�'l`:,?, `. 'REV. P 1 APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" .>, 9 11" x Tjr WM 76' x 14' MAX, +27 -29 PSF I 1 OF 4 E- • TRACK END HINGE, TOP BRA CKET REQUIREMEV TS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) L'z3 U� ARROW gi Y� y• w4 _w (4)1/4"-2Ox5/8" SELF —THREADING SCREWS 1 �y �. 2" NYLON ROLLER (2) 1 SCREWS 5/8" W/ 4 1/2" STEM EN SCREWS ALL I (P/N) 108135 END HINGES E7 Q \ ` WIDE BODY ,"7/16- PUSH NUT AT EACH • HINGE (P/N SEE f� 'ROLLER (P/N 243341) BILL OF MAT'L) r LOCATED .25 MAX BETWEEN J PUSHNUTS AND BRACKETS 3" 20 GA t,i OR HINGES U—BAR y,. H N RH END HINGE (3) 1/4"-20x7/8" rTEK SCREWS I (P/N 100507) F Approved: � W.S. Wilson, P.E 3395 ADDISON DR, PENSACOLA, FL 32514 FLORIDA CERIFlCATION NO. W4W9 p GEORCIA CERTIFICATION NO. 018519 NOM CAROUNA CERTIFICATION NO. 02236 ' Date: ' 2 9- o ( OPTION CODE: 0110 REV.• P1 WY 16" x 14" MAX, +27 -29 PSF 1 2 OF 4 11 —1 /2" BOTTOM BRACKET (P/N RH-270354 & LH-270355) 20 GA CENTER STILES 16 GA END STILES U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS MAXIMUM SECTION �(I ( � �� W/ (16) 3" 20 GA 80 KSI U—BARS SEC WIDTH S 2 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) Y 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 F 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE • o 0 0 0 0 t:ttrri:� x Approved:,: •�tr -! 3395;rtDD150N DR "`Pt7+COlFG`3Z51S�.. r i' aRbA;C€g}i �f�1Cl[TjOjij�rQQ� a2 : •jt :,r= •;,�,C�FORCLI•C6��F1G110N(�� yr NDRT.$OARQUt C>Jii1�1G11pN;N� 02306 ,r Dote �'• ": .ty,'- o � � .,2. LSr ©� �v ,.'• 1�y � pV �;i �;n V. 1! � j' P`' 'h' i� t �, D � � ' X A y 3 C �,� 3'7.�. v .._. P1 q,=� t'`�\\ OPTION C'bd' �,��tt REV.• P1 WM 16 x 14 MAX, +27 -29 PST 3 OF 4 ------------ ,Y I -CENTER 5 TIL L' & IN TERIVEDIA - TE HINGE L 0 CA TIONS 14' 12' lo, 1 �F- ApProved: ORANGE COUNTY BUILDJP DIV. W-'L Wilson, P.F- 3Z95 ADDISON OR., POMAML.A. FL 32514 11MIDA COMFrAnoN NO. 00441489 GEORGIA COMMATION NO, 018519 NORTH CAROUNA CERTIMATION NO. 0=6 Date: I? -.Zg —0 ( OPTION CODE 0770 1 REV- P7 I Wy 16'x WMAX, 4-27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P 1 TEST REQUIREMENT, 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; fL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The 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 bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. S..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY 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 ,Tess loading at equivalent pressures due to the decrease in area. Doors heights are apprpyed io 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop riii A s�drst/,GAl8(Q127). APPROVEatP');IOISS Based on o er tts •b uiGill' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: Y V€6�t�pW'",� W.S. Wilson, $� n .�;8(t` 3395 Addison.Dr„ Peiuicola"FIt, ?5 f4 Florida i y"" ltra 6 ii:ts tee, O� V/0 Georeia Cert N0. 0185�,i,.• El m wa�n Daites on MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD 51"SCIFICA RON 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEI RAISED PANEL SCC # CZ- doCo MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF 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 SS8 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. MASTER PLAN 13 GA HORIZ ANGLE --� •I 0 I .054" HORIZ TRACK icol , I (2) 1/4-20x9/16" ° I TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE .BOTTOM SECTION. (P/N 125139). S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. CD CV ul) rn CN C 2 a Approved: W.S. Wilson, P.E. 3395 AODISON DR., PENSACOIA, FL 32514 FLOR10A CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CPROUNA CERTIFICATION No. 023836 Date: 4'—Z R -a OPTION CODE.' 0108 1 REV- PI 5/16x1-5/8" LAC SCREW AT EACH JB—US BRACKET 054" VERT TRACK 1/4-2Ox9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET WM9'x 14' IVAX44PSF 1OF4 TRA C , END HINGE TOP BRA CKET REOUIREMENTS 1/4-20x9/16" TRACK BOLT do 1./4-20 HEX_f' NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4-20x5/8 TEK SCREWS (P/N 141668) 14 CA WIDE BODY HINGE ••—'-,,"_(4) 1/4-204/8" SELF —THREADING SCREWS (P/N 100320) (2) 1/4-204/8" TEK SCREWS 4 ALL END HINGES . •0' 3" 20 GA 'd• �.. U--BAR WIDE BODY HINGE (P/N SEE BILL OF MAT-L) NYLON ROLLER (P/N 270791) 80170M BRACKET (P/N RH-270354 \'—••�•�'�. & LH-270355) �. (3) 1/4-20x7/8" •� TEK SCREWS (P/N 100507 \ Approved: ws, Wgun, P.E. 3395 ADDISON OR, PEN MLA. FL 32514 FIOROA CEl 71MAiION NO. 0048489 GEORGU CER11F1CA110N N0. 018519 NORTH CWMM CER1 CATION N0. 023838 Date: ITER OPTION CODE- 0108 1 REV. P1 I WM 9' x 74' MAX 44 PSF 1 2 OF 4 U-BAR L OCA TIONS a] 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 MA`� ' ` 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 m (2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Won, Pi 3395 ADMON OR.. POGAWLA. F1 32314 FLORA CERTIFIGITION NO. 0048489 GEOR0IA CUMF1CAT10N No. 018519 NORTH CAROUNA CEMFICAT10N NO. 023838 Date: - ,Z 8 .01 OP710N CODE. 0108 1 REV P1 I WM 9' x 14' MAX 44 PSF 3 OF 4 Wind Load Test Report Report # 0108P I February 1, 2001 �'ST REQUIREMENT• ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE; Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 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 .TEST DATE: January 25, 2001. Temp 640 F. t DUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. SCG 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. MASTS 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. A?PROVAL 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 c uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. me: W.S. Wilson, P.E. 28-61 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 0 z. cD rn CV 0 wa> I Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WOTH x 14'-0' MAX HEIGHT POS. 27 PSF Scc # w _ 006 MAXIMUM SECTION WIOTH 21" NEG. 29 PSF MAcT 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. r Approved: W.S. Wilson, P.E. 3395 ADDISON OR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORM CERTIFICATION NO. 0111519 NORTH CAROLINA CERTIFICAMN NO. 023836 Dote: Y- 2 8 -o 1 067" HORIZ 1 (2) 1/4"-20x9 TRACK BOLT & 1 /4"-20 HEX 5/16"xi-5/8" L SCREW AT EA JB—US BRAC14 DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRAC8 ATTACHME 1 /4"-20x9/16" TRACK BOLT do 1 /4"— 20 HEX NUT AT EACH JB—US-BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT TC SECT10i 067" VERT TRA (1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLI (P/N 125135 OPTION CODE.' 0110 1 REV.- P1 I WM 16' x 74' MAX, +27 -29 PSF 1 1 OF 4 TRACK. END HINGE TOP BRACKET REQUIREMENTS SCC# •. CIx-&a(, MASTER PLAN 1/4"-204/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE O rr _ �... rr• . .N (4) 1/4"-2Ox5/8" 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 1 i e®i i �o �.• 0 �• WIDE BODY \ 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAIL) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR L H_END HINQF RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) r � Approved: w s vnon, P.E 3395 ADDISON DR., PENSA L& FL 32314 FLORIDA CERTIFICATION No, 0048489 GEORCIA CERMCATION NO. 018519 NORTH CAROUNA CERTIFICATION No. 023838 Date: F-29— o ( BOTTOM BRACKET (P/N RH-270354 & LH-270355) milli L 20 GA CENTER S T1 LES 16 GA END STILES OPTION CODE 0170 1 REV. P1 I WM 16' x 14' MAX, f27 -29 PSF 2 OF 4 U--SAR Z OCA r�ONS 101 171_1311� NOTE: 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 Soo # �2_00 4 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 (2) 1 /4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: ws. wiLow. P.E. 3395 ADDISON DR., PENSACOL& FL 3Z514 FLORIDA CERTIFICATION. NO, 0048489 GEORGIA COMFICATION NO. 018519 NORM CAROLIM CEICIMTION NO. 0=35 Date: y - 2g. 01 OP77ON CODE 0110 1 REV- P1 I WM 16' x 14' MAX, *27 -29 PSF 13 OF 4 CENTER STILE & INTERMED/A TE HINGE L OCA TONS 1,i, ATER PLAN 12- Approved: ws. wI1= n, P.E. 3395 ADDISON OR- PENSACOLA. FL 32514 FLORIDA COMFMnON NO. 004M9 GEORGIA CERTIFI IJON N0. 018519 NORTH CAROLINA CWF1CAT10N NO. 023838 Date. Q-,ZB-ot CP riON CODE' 0110 1 REV PI I WM 16' x 14 ' MAX, f 27 —29 PSF J 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at 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 .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 TEST DATE: February 22, 2001. Temp 71° F. .'RODUCT DESCRIPTION: S C C # 02 - om 6 1. WayneMark,Model 8000, 16x7, 4 section. MASTER PLAN 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 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 McDowelI (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 o er to b ' uival Aluminum Louvers and Styrene Window Frame Assembly per test number.020501. rTame: • • -.—` W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: NorandextReynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions Contact Name & Number. Christopher M Fuertsch —(407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Agency initials/Date 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 Melbourne Beach, City of Scan Date 4-4-02 Agency Melbourne, 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 Melbourne, City of Winter Park, City of Initials /Date ACP 3/15/02. LP 3/26/02 Created on 02/04/02 Page t of 2 NORANDEX PAGE 29 7 SEE CHART FOR o4 4 •v-- v.' a a e ' a° FASTENERS CAULK TOP '„ - OF MULL - --- 3/8-MIN #10 X 3/4" � TEK SCREW WWIINDDOW AD JAM OW i 7/8" 1a3 MULLION XFLA-26-1) ix4 MULLION f XFL.A-�9) FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL, 5/8" 800 LB. MAX CAPACITY WINDOW JAMB 7/8" lx3 MULLION XFLA-26-1) #10 x 3/4" lx4 MULLION 8XFLA-39) � � �-- TEX SCREW i I ' WINDOW CAULK BOTTOM OF MULL., � j" � 3/8"MIN. PRECASTED "' 3 "MIN. SILL . 3/4"MAX p SEE CHART FOR D �p Dp FASTENERS VERTICAL MULLION SCHEDULE SINGLE UNIT TYPE OF MLITIION TYPE OF CLIP WINDOW WINDOW IIESiGN PRESSURE WIDTH HEIGHT NUMBER AND INCH INCH 35 PSI? g_45 TYPE OF FASTENERS 307 28" To x 3.0 ___O_K_ _ 4 3 160 x 1-1 2 TAPCONS 4 ---1 - ------ - --- ,. 5U-_5Z8'` _ _ _1.0 x 3.0 --- OK--- 4 3J6 x 1- J2 TAPCONS _ _ OK 4 _ J 60 a 1-_ J2 TAPCONS _ 63"-OK--- 4 3 160'_x 1-J2" T_APCONS 76-3 4' 1.0 x 3.0 OK 4 - 160-` x 1-1 27 TAPCONS 26" _ _ i`0_ x 3.0 OK_ _ _ _ 4 _3 160 _x 1-1/2 TAPCONS ---�K--- '4 J60� x�i_J2,. TAPCO--NS 28-1/2" 50_�. --�1-� _x_3.0-- 1_0 x 3.0 --- .-- F------ OK 4 3J180 x _1-J2 TAPCONS 76_ 63 -- 1_0 x 3.0 -- -- pg__- 4 _3J80'-x 1-J2" TAPCONS -3 4�> 1.0 a 3.D--- -- _ _ OR 4 3 160' x 1-1 2" TA1'CONS 326" _ 1_0 a 3.0_-- --_ OR 4 3 160 x I-1 2 TAPCONS 8_-1j4 _ i_:0 x 3_._0 - ,.---- 37" --- ---OK--- `i 3J g 1-J2" TAPCONS __ _ 1.---- ,.------ 1_0 g 3--- __ OK 4 _3J80 x__1_-J2 _T_A_PC_ON_S 63" 1_0 x 3.0 _Oi{- 4 3j60� x 1-i 2` TAPCONS ---1,0 x 4.0--- --- - - OK 4 i 44srx 1-1 2�'' TAPCONS 38?1'4' 1_0 x 3.0_-_ --- OK4 _3 160 x 1-1 2 TAPCONS j 1.0 x 3.0 _ --_ 53-i/8" 50-5 8�' --- - -_ OR 4 _3J16�"_x _1-1 2_ TAPCONS ___Z_ 1_0 x 3.0 - -OK_-- 2 ij4'ra 1-1 TAPCONS _ 83" 1.0 x 3_0_- -- 76=3 -- - OK_-- 2 1 40 x 1-1/2"_TAPCONS OK 2 1 40 - x 1-12' TAPC�NS AGrMR NAME oRQ,vr, mASTER Fuz NOTTi4: 1) ALL dLUUMM EXTRUSIONS" ARE ALLOY 6083 T6. OR 8063 T5. CHARIffi � , P 2) WHM THERE IS ONE TAPCON 14D" x 1-V2') p.E. ON EACH ANGLE LEG, THE T N SHALL E FL REG. 3/21/022g121 3) PLACED RETE COMPRE.S3NE STRENGTH CUP H_3.000 PSI AT 28 DAYS. 1• NORANDEX PAGE 30 NOM: 1) ALL AL1 00 2) 0 7 ON Em 3) CONCY4 AT 28 1 L. I ''A DW SU SH HEAD DW SILL M HEAD NORANDEK PAGE 24 �G'4'URERiA; 4 Y (2) 110 x 1-3/4" PH-SMS I TO 2 x O 3/160 x 2-3/4" TAPCON THRU 1 BY BUCI, (SHOWN) W[TH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. T II �� (2) /10 x 1 3/4" PH-SMS DM 2 Er. BUCK W;"M I-1/2" MIN. EMBEDMENT. _ SEE ELEVATION FOR ANCHOR SPACING. UP � - I— WOOD BUCK " PA�NF•S & 00.0 D.P.. Na 0P ! Na 0P Bo. w 1b B (4) 46 �B 24 B f LSW �" 1s) 57.5 57.5 SB a 5 75.5' 5 IG • 57.5 to a 5&7 I 7 pA B a5.6P5 (t5) 54a a5.a to a wr 147.a76' 95 45 t5 50 t0 oa a• (4) 45 45 Y4 10 4D 45 15 10 11�75d 48.9 4aa 24 10 OPTIONAL tug �5 eaa (' 2 BY 53.4 65.4 fe o WOOD BUCK lea" to 1p ie' 64.5 845 20 10 esaz5 (L5) 54. 54.5 10 10 I. IN MMM.5 MM DWICA2L4 CAll. Q171P PANEL We 1B nZT. IO As REQUHi12 TYP. JAMB. SECTION iOD SHIM `SHOWN) MUDD TRACK AS REQUum 1 By 2 By BUCK (2) 3/18'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER /SEE ELEVATION FOR ANCHOR SPACING. ,. NOTES: DEADER AND SILL SECTIO 'l'y'• 1 B BUCK STEEL REINF. LL 10" pANXLS & 80.0 D.P. 1/4" SHIM -- MAX 1 SHIM AS REQUIRED.. MAIL SHIM STACK 1/4% 2 ALL ALUMINUM EXTRUSIONS ARE �/OR /7/LPANM ALLOY 8063-TS• TO WITH TYPICAL WALL THICKNESS OF 0.62" 3 } USX HIGH QUALITY •CAULK BEHIND WINDOW FLANGE.4; GLASS THICKNESS BASED ON TABLE 103DO xCHARTS, GLASS AND MAY VARY DEPENDING ON SIZE.PAT{)THE RESPONsIBU1TyFpRSg r TION OF NORANDEXPRODUCTS TO MEETdNYdPPLCABIZ LOCALLAWSBUIDING CODES, ORDINANCESOR OTHER SAFETYNREQUIREMERM REST SOLELY WITH THE ARCHITECT,BURD'NG OWNER OTT CONTRACTOR. C MPRESSIVE STRENGTH 7) CAT 28E D ' 9.000 PSI ,tr-1 - (ZBY2) uma my -am 1 • 15YYGR50 GLASS I sLo11Nc CLAss DOOR - Q fia RATRI ANALTSIS CHART Zia OP ANCHORS NO: 0P ANCHORS Q IJ �; A � i ti ONS CAP LOAD DICHWflam A snl ar W7 a A11e Wq C/j A "14 e5.7 �p a 4, � (4) 59.4 a47 6L4 24 la a e O V 5a.7 77.4 65.7 BS5 I 24 18 B 9 O cb IY O r�r B1a 1e B w 60" 1s a) W7. 7e_8 e4T 75.5 t5 e N �Q,' W �, • so eo sfl 10 Cq T�T,., (4) so 60 a4 15 to io vJ "J aa' (8) 4f6.8 6R5 s0.7 7t.a 24 1B 1O 10 �. 66.7 78.E 16 10 9a' (25) S5.8 atLO a0.7 B52 to (2) 3/16'e x 2-3/4" 10 a y k b TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. SEE ELEVATION FOR ANCHOR SPACING. i:C M at ti 4 to a a azo 5d '� % % X X PANEL PANEL PANEL PANEL rrr (4BY21 tfrlcn. �1,:w y NORANDEX PAGE 23 I �.4 (2) 110 x 1-3/4" PH -SUB INTO 2 BY BUCK OR 3/IB'0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHORN) WITH A I-1/4" MIN EMBEDMENTDiTO 1iASOD1RY. SEE ELEVATION FOR ANCHOR SPACING. (2) f10 z 1-3/4' FH-SIDS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. T :t L_ OPTIONAL 2 BY WOOD BUCK (2) j10 : 1 3/4" PH --SUB DITO 2 BY BUCK WI1Ii 1-1/2' M. B!(MiiM. SEE ELEVATION FOR ANCHOR SPACING. IMOD BUCK 3/16" TEMPERED GLASS PANEL .SIZE DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME INCHES CAPACITY—pSF q HEAD AND SILL JAMB to � q WIDTHMEIGHT . ErWNAL INTERNAL XX XXX XX)IX � W � W 30 his` a 59/2 " 53.3 55.8 All 10 16 V G] 36 3is• g 591/2 ` 49.8 49.8 18 6 12 18 22 C'� o ti o 30 Ufa" g 791/2 " 49.7 49.7 6 10 16 20 8 36 %s" a 791/2 " 45 45 "600 1-2, • 18 22 8 � � ti SERM A<7lui*rtn► SLdDING CLASS DOOR irec-•I& ISM LAU , 1i OPERABLE PANELS 1p WMAL noMA B•�•A.F. (2) 3/16'0 r 2-3/4' TAPCOH OR MIAMI DADE� APPROVED o D B AG'r[J NAM:i W. z WOOD B CONC. SEE ELEVATION FOR y b ANCHOR SPACING. 4 b� $a As Amrio�v TYP. HORIZONTAL SECTION[f�UDDD TRREQUfD 1 BY 2 BY BUCK (2 " a G e HEADER AND SILL SECTION TYR I BY BUCK 3/1s • x 2-1/4 TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. L o TEs. n 1 SHIM AS REQUUM. MAX SHIM STACK 1/4'. 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY s063-T5 OR T6 TYPICAL VALL THICKNESS OF 0.82" 3) USE HIGH QUALITY CAULK BEIM WINDOW FLANGE. 4) GLASS` THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON Sin 5) THE RRSPONSIBHM FOR SELECTION.OF NgRAND= PRODUCTS TO MEET ANY APPLICABLE LOCAL,LAW BUILDING CODES, ORDINANCES aft 07M SAFETY REqUIREMEiTS REST 'SOLELY WITH THE .ARCHITECT, BUILDING OWNER `OR CONTRACTOR. 8) Cff ATTW QLUPRBSSM STRENGTH - 3000 PSI AT 28 DAYS. , % X PAN% PANEL 1/4' Smu- j MAX JJPANEL PANEL PANEL PANEL All %� (2BY2 - (4HT2) jLjq NORANDEX PAGE 22 10 X 1-3/4' PAL S.M.S /1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ® Doum im W/101/21 MIN.` EMBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING. 91 a ALT. FIN ATTACHMENT UNDER SHEATHING' CFNT.RAL FLOWDA &O.A.F. MAWACTUM NAME: OIQa✓pii MAffm FEuE # 3 ® L.1 WOOD FRAME NOTES: 1j :SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2) ALL ALUMINUM,, EXTRUSIONS ARE ALLOY 6083-T5 OR T8: WPPH TYPICAI, WAL 4 THICKNESS OF 0.62' . 3 USE HNGH.:QI1AIdT.Y -CXj" jBEHIND WINDOW FLANGE 4 GLASS: TMMU I� 9..BASED ON TABLE E1300 GLASS CHARTS: AND 4Y*VARY DEPENDING ON SIZE 5) PbNSIgiLTd'Y : iIR SNAMON OF NORANDEX PRDDTVTS 10AM ANY .APPLICABLE LOCAL LAWS, BUII;D1yG.iC0D133,=OiiDINANt¢ES OR OTHER SAFETY SST `SOI EI.Y WITH THE ARCHITECT H iNG OWIJ$it. p "CO B) NOTE '+ 'iNDICAI;THAT EEjVAL. FASTENERS AT HEAD AND LiII37 ;ARE R;QU ED / 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. )EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. O �. i D TYP. JAMB SECTION WOOD FRAME ��g� I SHIM I� (TOP AND BOTTOM f 10 X 1-3/4' P.H S.M.S. , x/1-1/2' MIN. EMBEDMENT CHARiffi" A: rF E SEE. ELEVATION FOR �- REG. Lam. # 48ik1 ANCHOR SPACING. DATE._3/g7/Q2 iv fl MIONS IS WINDOW FASTENER. SCHEDULE HEIGHT 0. ANCHORS . HEAD/SILL NO. ANCHORS JAMB w ;INCHES) SEE NOTE 8 y PS PS FSF PS PS TI j 2 2 2' 2 2 2 W. 2S' � 9 � 2 3 4+ 2— 2 2 2 2 20 2 3 3 u,, 37-1/4 3 2+ _ 3 3 _ 3 3 4• ' 3 3 3 3 CO h �i 49-5/8 2 2 2 2 2' 2• 3 3 3 3 3 3 !F � � 3 3, 3 3 g 82` 2 2* � 2. 3 4 4 4 4 — _ 9 3 3 4� 4 4- fl R y 6-3/4 2 _2 2 2+ 2• 3 3 4 4 5 5 CO 3�12 _ 3 .3• 4 1� 4 �1 0 � i ttai mr lamas y t I 'Lw_ 4r //F } NORANDEX PAGE 10 t r p au A 1-3/4"" P.H. S.M.S- W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 10 X 1-3/4" P.H. S.M.S: W/1-1/2" 141N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI I�G , -- Q—r 'LiilREli : T1P.=AC Lj�j ALT. FIN ATTACHMENT j101%21-3/ - P.X S. mloff UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. -� DNS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS ICIHES HEAD/sILL SUE NOTE 6 JAMB 45 PS PS 80 PSF 35 45 60 PS PSF PSF 2 _2 2• 2 2 2 75— 2 2 49- 62, 1/4" MAX — SHIM (BOTH TYP. JAMB SECTION ©:WOOD FRAME NOTES: 1) SHIM AS REQUIRED, MAX SKIM STACK 1/4-. 750TYp 2 ALL ALUMINUM SMUSIONS ARE ALLOY 6063—T5 OR T8. WITH TYPICAL WALL THICKNESS OF 0,62" , 10 X 1-3/4- P.H.S.1LS. 91 USB HIGH QUALITY CAULK ,BEHIND WINDOW FLAX W/1-1/2' MIN. EMBEDMENT 4' GLASS THICKHMS BASXD'ON TABLE E1900 GLASS = SEX ELEVATION FOR CHARTS. AND -MAY VARY DEPENDING ON SIZE• ANCHOR SPACING. 5) THE RESPONSIHIL[TY FOR SELECTION OF I NORANDEX ' PRODUCTS TO MEET ANY APPIJCABLE LOCAL LAWS, BUILDING CODES. ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTIONRZQUn?K too REST SOLELY WITH THE ARCHITECT• BUI1J)IN6 (flLfM' OR CONTRACTOR. CHARLES q"'P IP-F" -6) NOTE • INDICATES- :THAT EQUAL FASTENERS AT WOOD .FRAME FL REG. ENG. 4t,49121 HEAD AND SXL ARE REQUIRED. DOT$ 2 2 2 • 2 2: 3 3 2 2 2 . 2 2 3 3 • 2 2 2 • � 2 2 : 2 ) 3 3 TTP. T e• rar a4 ETML-A DETAIL SASHr OF DETAIL —Bil NORANDEX PAGE 21 TAPCON WITH A 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. --, o N. J 1 10 F.H. S.M.S. W/1-1/2" I(IN. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED, MAIL SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY g083-T5 r OR T8 WITH TYPICAL WALL THICKNESS of 0.82" . 3) USE HIGH QUALITY CAULK BEHIND WINDOW a ° • . ~ rWrg 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; AND NAY VARY DEPENDING ON SIZE. 5) THE:RFSPONSIHRM FOR SELECTION OF NORANDn PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES: ORDINANCES OR OTHER SAFETY . REQUIREMENTS REST SOLELY WITH THE ARCHITECT,, BUILDING OWNSR OR CONTRACTOR 8) A PRESSURE TREARED'. WOODEN BUCK -:OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO ` FULLY SUPPORT UNIT. HALL BE 'TiHS SUPPORT 3 FIRMLY ATTACHED 1N1O MASONARY An SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- S.000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) HOTS •INDICATES THAT E�UA,,BL FASTENERS AT TYP- 2 BY BUCK A .0.A.F. 3/18" TAPCON '`� MANUFACTURER NAME: W/1-1/4" MIN. EMBEDMENT--AZoA4AIC ;Y (SEE ELEVATION FOR ANCHOR SPACING) 1, F" d I CAI.d, SIZE WIDTH -- j 1 P ' • ' TIBY KO 2 BY BUCK SHIMTYP. JAMB SECTION NTH rAMBs> . 1 BY 1 2 BY BUCK SEE NOTE 8 HEADER AND SIL-i, SECTION TYP. 1 BY BUCK • M CHARLES A 'P P, S FL REG. ENG. } .491,21 DATE: 12/ir/01 1 n. f 10 F.H. S. M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. nx uwr emu i Lp_ a -A //�// Iffl DETAIL-C yDETAIL- B "* O.O. NORANDEX PAGE 9 3 11 TAPCON WITH A MIN. EMBEDMENT An SEE ELEVATION FOR ANCHOR SPACING. 1.940 -1 750 TYp 1. 10 F.IL S.M.S. WITH A 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 4 NOTES 1) SHIM AS REQUIRED, MAIL SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 DR T6 WITH TYP 4ICAL WALL THICKNESS OF 0.62' . 3 USE HIGH QUALITY CAULK BEHIND ND(DOK FI.ANGIi GLASS THIC101ESS BASED ON TABLE E1300 GLASS CHA, AND MAY VARY DEPENDING ON SIZE 5) THE RRTSE5PON5 UM- FOR SELECTION OF NORANDEX PRODUCTS To MEET ANY APPLICABLE LOCAL LAn BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREmas BUILDINGO R REST SOLELY WITH THE ARCHITECT DINER OR CONTRACTOR. 6) $PRESSURE TREATED WOODEN BUCK OR MARBLE UL SHALL BE ADDED UNDER THE PRODUCT To FULLY SUPPORT UNIT. TIM SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE ��� ova i1B FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSI ALT. HEADER SECTION AT 28 DAYS T i'P• 2 BY BUCK 3/16' TAPCON • U/1-1/4' MK EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. CENIWAL FLORMA B.O.A. o MAN[WACTURE$ Nam: nrlt, D p p SEE NOTE B HEADER AND SILL SECTION CHARUM A TAG P.E Tom• 1 BY BUCK FI- REG. ENG: -#• 49121 DATE: 3/21/02 # 10 F.H. S.M.S. W/I-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 24' 4C SASey H A�/ DETAIL--B A MIAMI-DADE 61IAMI-DADECOUNTY. FLORIDA - METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jefer'son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE-CONIPLIANCE OFFICE MIi11t0-I)Al)L I LAGt.1iR 13U11.1)ING 140 WEST FLAGLER S 1'RIT-.1% SUI'11: I till.; MIAMi, FLORIDA 33130-I563 (305) 375-29U 1 FAX (305) 375-39U3 cav711,\c.71•011 1.1c:1:\51`CJs1:C.-rlc)x (3U5) 375.35;7 F:1,\ (3US) 37S•25 SS C: WILWMR E-NFORC•F:�tr- r 1)1v lslc)v (305) 373.2966 FAX (305) 375-21)p% 1HtUUI:C I' Co, I'ROI. 1)It'1SIO Four application for Notice of Acceptance (NOA) of: (305) 375.2902 FAX (305) 37�•6339. Entcrgy ti-8 S-�1'/E Irls��ilrg OI):lquc Double �r/sidclitcs Rcsicicirti:ll Insulated Steel Door - under Chapter 8 of the Code of Miami -Dade County governing the use ofrllternate Mtiterinls 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 revolve, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 .� EXPIRES: 04/02/2006 Raul Koangucz Chief Product Control Division THIS IS TIIE COVERSHEET SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &f -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: 06105/2001 Francisco J. Quintana, R.A. Director Miami -Dada County Building Code Compliance Office \140450001\pc2000\\templates\notice acceptance cover page,dot Internet mail address: postm;tste>"ubuildinhcodeonline.com Iiomcpa;;e: http:Jh��s��.buildirr;tcoc3eunli'ne tom Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED SUN •5 2001 EXPIRES : 'April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE I.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Noticc of 'Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-Dndc County, for the. locations where the pressure requirements, as deterniincd by SFBC Chapter 2 3, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-'�V/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-ENNI-I, Sheets I through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidclites 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 Acceptance numbcr'and approval date by the Miami -Dade County,Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and.singlc door only, as shoNtM in approved drawings. Single door units shall. indlude all components described in the active Icaf 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-liabitabic areas where the unit and the arcs arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance -with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit ` •ill not require a hurricane protection systcrii. 4.2.2 Sidelite: the installation of this unit «•ill renuire a hurricane protection systeni. S- LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMEN'T'S 6.1 Application for building permit shall be accompanied by copies of tile following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies oftlie approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building 0 icial or the South Florid, a.�3uilding Codc (SFBC) in order to properly evaluate the installation o �i s stem. Manucl crcz, P.E. Product Con xamincr- Product ntroI Division 2 Prcmdor EntrySystems ACCEPTANCE N'O.: 0I-0314.24 APPROVED JUN 0 2001 EXPIRES r3ril 02 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. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. 1 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 appnoved. C. If the Acceptance holder has not complied with all the rcquiren cnts 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 tlic 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 off icc. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advcrtising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and _followed by the expiration date may be disp[aycd in advertising Iitci' ture. lfany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other, 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-rescal the copies. B.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE ti Manuc[ ercz, P.E., Product Cont.rt. aniiner Produc Control Division . 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD - FRAMES WITH A BUMPER THRESHOLD (INSWING) ?"�1 . 1 1 xIN xf .4) li. CeK. ATTACH ASTRAGAL THROW MOLT IB x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS' NOTEsl 1.) W000 DUCKS BY OTHERS. MUST 8E ANCHORED - r8 x 13/4•• LONG 'FLATHEAD l PROPERLY, .TO'TRANSFER.LOADS TO THE STRUCTURE. SCREWS 2) THE PRECEDING DRAWINGS ARE INTENDED TO Lx tNSVING DUALIFY THE FOLLOWING INSTALLATIONS R.H. IMSviNG 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 srrAorEOnSCCveyn<,.Ivm r.i STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE SOUn±rtNO CODE p JUIY :•Ilfl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE IVNERE VATER DFILTRAIM4 AT VHERE VATZINVOINEEDE ar pR MASONRY WITH OR WITHOUT A NON-STRUCTURAL DTIIR Kul IS = REDUUTjo ��^��ONEBYWOODBUCK3. ALL ANCHORING SCREWS TO BE 110 WITH x +sutoHH,., COMPUANCEOFF-i MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCHPTANCEN2DI-031V.L� OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT c UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY, OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG t. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO ML IS LESS TTAi 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE OCSIGKD TO 3. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER (FILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON SIDELITES AND DOOR t Ra ckori,00vHt�ntxa n. 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ppS GSTHRIt JAMBS AND SIDELITES. tI4ntCII�I TI Leo umlmr amNs elan 1. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE ILYCM -ORNERS ARE COPED AND BUTT JOINED. FNIAV,IMlrmr"NFmw ontmwusunl TER -BASED EPDXY RUST BE PATHICKNESS PRI PREM LNIKY M , INHBIITTIVE ER PANTWITH A DRY FILM OF 0.8 TO L2 MIL 1-1029—EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX WATER -BASED/ "LZMD SHEET 1 OF 5 VATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 NIL. R[VT�:IiIT 1..- SHIN M" GLAZING DETAIL 112' i GLASS BITE TEWEREV GLASS INTERIOR OTHER CONFIGURATIONS APp"W AS COWLYM MIN THE SOUM RJW EUI MW C000,/ 94DM" /VM .'EOFRM ACCFPIA=HO 01- U 31Y- 2 Y r-- 3.r 1-1029-EV-I mr2O'6 [— -- C 2 BY WOOD DUCK n 5 6 7 80 11/16' MAX INTERIOR 79 5/16' MAX SECTION B-B EXTERIOR MAILKIAIS LIST ITCH NO. IESCRIPIION PART NAIBER CONHCNTS i 2 WOOD HEAD JAMB CV-14 11/4' X 4 9/16' NIL. TO BE PINE OR EoUIVALCNt COMPRESSION VEATKRSTRIP V_ (2 ALUMINUM ASTRAGAL V- N XL. PREHW R BRAND OR EQUIVALENT- 5/8' AUkHN9f 4 15) ALUMINUM -BUMPER THRESHOLD EW-15 ASTRAL PREMDOR BRAND OR EDl11VALENi - 1 1/4', x 4 9/16' ilP CHANNEL EV-DB PREHDOR BRAND - 1 11/16, - 20 GA STEEL 6 J T K Ic 1 ' ix -l1D T4 B[OIH 11St1 iY im II TB' PnI YURETHANF MAM EM BASF FOAM - NSiTY 21 TO 2.5 IbS./Ft' pTTOH CHANNEL EV-07 PREHBOR BRAND - I it nit- - 20 GA STEEL 9 i0 VQQD L CK 13CK STRIKE STILE EV-Oy 4' X 9 1/2- NIL TO BE PIN: OR EQUIVALENI —� 11 EV-D6 15/16' X 1 11/16' HTL TO BE Plt OR EQUIVALCNT 2 HINGE STILE LOCK PREP FiLLER PLATE fV-05 15/16- X 1 11/16- HTL. iO BE PINE OR FOWVALENT 4'x4' HINGE EV-10 . PREHDOR.BRAND - D50' THICK- HTL. TO BE POLYETHYLE 14 WOOD V- HUGER BRAND HIDE OR EQUIVALENT - 297 THICK (STE1 I HINGE JAMB 110 x - t 1/4' X 4 9/16' HTL TO BE PINE OR EDUIVALCHI (4) SCREWS PER HIMINTO INTO DOM 16 STD x 21 FxVs_lL . x III• ncl1��ArrE¢ IR) SCREWS I11RIBlp1 STRIKE JARI INTO SIBUITE JANI. B' DL IWAAFTER M NNR ram SoWVS THRIl" EACH SllaITE JARI MIT SHIELITE. +' VA nm OP, PAK W DL 11CREAFTER . 7. N„ i y „ REFER 10 ELEVATIONVIE1! rw B DF 110 X 3/4' FJi.V.S SCREWS USED AND LMATDINS (2) SCREVS PER HINGE INTO JAMB t9 1 8 x 2' FHV S (Q) SCREWS AT EACH STRIKE PLATE LDCKSET KVIKSET BRAND 200 I = OR 1VMRLpC AND 100 LOCK 1et0 X 1 3/4' FHV.S. (2) SCREWS PER HINGE INTO JAHB WOOD SIDELITE JAMB EV-19 11/4' % 4 9/16' HTL TO BE PINE OR C0UIVALENT ljEqASS''S114GLE PANEL GLASS EV-20 Ass N PDLr t -i 43 - TRIM (WOOD) EV-21 5/16 x 1/2' TITL. TO BE PINE OR EQUIVALEN 1 1 /4 • NG EV-22rn ziREinr steE J�MLiTE HEAD JAHB EV-23 11/4' % 4 9/16' HTL TO DE PiNE OR EQUIVALENT L)TE BASE EV-2411/4'X 4 9/16- HTL TO BE PINE OR CDWVALCNT ENE LITE FRAM -1643. DBL-2 14P Potypropylene by ODL PAN HEAD SCREWS 8 PER FRAME TIDELITE STILES T ¢ +' T KT R EV-26 15/16' X 1 11/16' HTL TO BE PINE IBM EDMNVALENT 1 PiN NAIL 1 L06 ayl. 4 M rRDx ERB, iW jr ITL InEgWITR, WIN 0 NUM An I DOW SILICONE #995 LBRTS<IBLLSS BOiLI FRAL �L Atb DApE COINTY H)D[FiCATIONS 1/i►!p JD DB E m BDiEB, sit alm BIT OR A DDED PAGE" 5 (DOiIONS) ro, 9e R 17 L RLVI APPawEoucmw(n4cWTI4TNE PART Btu � DL.[Fffm PREMDDR ENTRY ESYST MS t' I 931-1029-EW-I T �� mp ¢ u7p A SHEET 3 OF 6 • ACCEPTANCE I% 01 f' 31 y- Zy . RCVIifH UIIOt B 2 BY WOOD BUCK 1/4' SHIM MAX 3/ 4' F--f n l J INTERIOR 79 3/16' MAX 80 11/16' 1 MAX 1 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 APPROM AS CokV fVM WftM ne 1-1029-EW-I SHEET OF 6 wvis N t "[R 9 OTHER DDO*R,* CONr 16 rwf M� rWI r "' W rW w rw .r.. W• r. •. W W aw WK r�w W �• �, W �' s.w I `-r• wrr wK rri no 1 w 1 kr� � Pvew N a•'w K >�Ciri P .•r W n � • � _ ram � •. � • r arr- r fc v n:c r: lK.t W w K 1 i..• K w a •C 1 I 1. 1 1 1 1 r w-1 ►W L�W yx� W� "" u• ••• arw w°c Yr L1L! Y n 7 APPAOVEO AS COUft #)G W M Ul SOM DATE ��UIIOIHG BODE �R+ q} 8Y 1 Rl amumSL Blgdro6C�EC0�6RW�CE PIt[i1 ACEMMMEIOQ_DI-0:11 , jy Wk1 0 31-1029-EW-I SHEET 5 OF 6 nTI 1f n ri—,r� .i u i nLN BuuK rAINLL S TYLES 36' rMAX 79 /5 16 �Q °p l ®00 �o ODD ML L1D �� �� ODD D D D D D D SDI 0DD Do non BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 4-PANEL 19-PAWL OTHER SIDELITE STYLE S 36' -I rMAX 79 1/16 L M X SL-10 St-20 SL-3D SL-60 SL-50 ' SL-5DB SL-69A SL-69B C3 D DD DD DD DD DD DD DD- DD DD PD-1 PD-2 Ph-3 PD-4 PD'S PO-6 PD-7 PD-8 DO • D® 00 E] FLUSH B-PANEL CROSSBIICf( Jpp�Cl �d d ® 0 Qa DD na ❑o ❑o ar 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV V/SCRCLL EYEBRDV 5-PMEL 5-PANEL V/SCROLL LYEMV SL-69C SL-25 SL-55 Sl-30D SL-40 DD 0� DD DD P11-9 PD-ID PD-11 PD-12 1� 9 tiu� l•l. 'I ifI1rr 1�� 1 111 r .D -26 SL-90A DD PD-13 md PD-27 PO-28 PO-29 PD-3D . PD-31 n n 1313 goo PB PS-36 PD-37 PD-39 PD-39 PD-40 PD-41 PD-42 PD /3 PD 43A PD-439 SL-90C SL-309 SL-30C SL-70 SL-DD Ana.ao PD-16 PD-17 �a �I r$ 10111 $ H PO-32 PD-33 P0-34 f-i I fNLI I13LHX 1-ll I A 1 J 1 J 1 tM� 11 L 31-1029-EW-1 .uffm a'6V SHEET 6 OF 6 7i1'IS� l(fl(R MIAMI PRODUCT CONTROL NOTICE Or ACCEPTANCE Prerndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •AIIA&II-DADE COUNTY., FLORID. METRO -DADS FLAGLER BUILD.I,\'G BUILDING CODE CONIPL1ANCE OFFICE M1:7RO-DAIX FI•AGLI R BUILDING 149 wi.:s*r F1.Aamm s-ml.Irr, surf!: ) Gt)3 MIAMI, F LOJUDA .i31.i0-1 30., (305).+75-2901 J,'AX (3p5) 375-29O,S C:U�TILIC:'1'U12 I.IC:1•:\tiINC sl:c-nc)x (JUS)375.2337 l�,1.\(1U3)J7S•_st� C:U.\"I'IL\C.'I'Ult i•:\b'OIZL:1:\11�.,1'r I)!t'ISIU\ (303)J7S-2')GG F,1.\"(.1U3)375•�9U� Pltt)nt:m, C:0S.I.NO1. UlN.Is1U\ Your application for Notice of Acceptance (NOA) of (303)375•2903 l,�.� (105)s7�.Ga.r) Enter•gy 6-8 S-W/E Outstiving Opaque Single -tv/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been reconuncnded 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 t10 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- pray revoke, modify, or suspend the use of such product or material immediately. BCCO reserves tile 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. /V/1 ACCEPTANCE NO., 01-031••I.21 d EXPIRES: 04/02/2006 Raut tcoanguez Chic;f Product Control Division THIS -IS Ti-If COVERSIIEET SEE AI)DITIONAI. PACES LOR SPECIFICAiND GENERAL CONDITIONS 13LJILDING CODE S 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; 0-6IO5/2001 D Francisco J. Qtjintana, R.A. Diroctor Miami -Dada County Building Codc; Compliance Of'rce 11:0450001\pc2000\\templates\nodce acceptance cover page.dot Irltcrnct mail address; postin.Wcrlu bulid ill ticodconIi11e.con1 EM IIomellUtc; hill);%/1 WI1 '.I)uiIdim-)CU(Icoillillcc0n1 Premdor Entry Systems ACCEPTANCE No.: '01-0314.21 APPROVED JLJN 0 5 2Qj EMPIRES _ Aoril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this ' Noti-ec 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 detcrriiincd 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 Outswin; Opaque Singld Residential•Insulafed Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames with Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01/15/01, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These documents shall hcrcinaficr be referred to as the approved drawings. 3. LI11.1ITATIONS 3.I This approval applies to single unit applications ofsinglc door only, as sho%Nm 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): 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelitc: the installation of this unit will require a hurricane protection system. >. LABELING 5.1 Each unit shall bear a pertnanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marled. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcz, P.E. Product Con ro •xamincr ProductControl Division Precimdor Entry Systems ACCEPTANCE No.: 0I-0 N. 4:2I APPROVED JUN ,r-m EXPIRES Aori1 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS l . Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with 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 lonacr practicing the engineering profession. 4. Any revision or change in Elie 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 fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, [lien it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, ? and this list page 3. END OF THIS ACCEPT NCE Manuel crez, P.E., Product Co o Examiner Produc ntral Division 3' rf<LM1JUJK . (LN 1 E.K(jY BKANV) WUOD EDGE SINGLE DOOR WITH, SIDELITES IN WOOD FRAME* WITH BUMPER .THRESHOLD (DUTSWING) q _` F, "`YE T IN, MAX ,Aj%66SL w/l 1/2' MINIMUM EMBED 4' MAXK4'MAX qI MAX — 'MAXMAX3'MA "AX 3' MAX2 4' MAX 2 $MA 1 (S• NOiE Tgj LES 87/16'j 14• 15' MAX IS' L--�• M� u. O C. MAX ,' is, wAx MAX 431 /16' 15' MAX % TOP O: am O�C 7 UIP ( TO Ik L IN KVIKSET DEADDISt NDDIi ii0 SERtCS DR MANLpr pEADdDLI NDOEL Deo• 15' MAX 22' x 64' MAX OLD O.C. 6 BO I /I6' A MAX KVTKSCT LD=srT. 15• MAX 0. 1 \ NDDEL DLtoe SERIES HARLDC JCL 00 LOCKSEt ' �IANGi1 15' MAX ` n c. +\ MAk% 6' AX 4. HAX�MAX .MAX IHATt IS' N Y T 4' MAX p-P3' MAX 3' MAX NOTES,,3' MAX > VOOD BUOCS BY OTHERS. MUST BE ANCHORED4' MAX MAX 4- MAXjT'MAX ) TH'ROPE PRECED NGGDDRAVINGGS AOADS RE 1THE ESTRUCTURE. DED TO E VALIFY THE FOLLOVING INSIALLATIORL WOOD FRAME CONSTRUCTION WHERE DOORj— YSTEM 15 ANCHORED TO A HININLDI 7V0 8Y VOOO PENING MASONRY OR CONCRETE CONSTRUCTION WHERE R!L OUTSVING LH WIWI% MR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTLIRAL VOOD BUCK. NASOFB2Y OR CONCRETE CONSTRUCTION VNERE RVINGS )OR A ySYSpTEM I�S��ANCHORED DIRECTLY TO CONCRETE VAIfR1 D RIUN R'OVCANI 1 HO11M[O�CD IE BY N 0D BUC OR VIT11011T A t�N-STRt1CTlDTA1 UMCCCC M01 ALL ANCHORING SCREVS TO BE 110 WIN NIMUM 1 I/Z EMBEDMENT INTO VMD SUBSTRATE K MA P! H iAPCdtS'vTTN 11/2• MINIMUM EMBEDMENT t UNIIi SMALL BE WALLED ONLT AT LMArWRS PROIECIED If A CNN OR TO MASONRY. UNIT MUST BE INSTALLED VITH 'HIAMI-OADE COUNTY OVERHANG SUCH IHAI IIC AKLC BEIVLEN IRE EDGE DI. ENVY OR OVERIVNG PRO,D' SHUTTERS TO SILL IS LESS TAW 45 DEMS. UNLESS UNIT IS IMSIALLEA IN TMR STAPLES PER SIDE JAMB INTO HEADER ON SIDEL17CS MDN'HADITARC AREAS WIRE THE UNIT AND DC AREA ARE PCSDCD't0 D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VA1ER INTB.TRAINIK LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE ADS AND SIDELIPEL OCOR/SIDEUTE HEADER, DMSIDCUtE JANBS, AND SIDELItC BASE RNERS ARE COPED AND DUTY JOINED. DOORS SMALL BE PRE-PAINIED WIN A VATCR-BASED EPDXY RUST ISITIVE PRIMER PAINT WIN A DRY FILM THICKNESS OF 02 TO 1.2 ML FRAMES SHALL BE PRE-PAINICD VITH AN ACRYLIC LATEX WATER -BASED/ TER-RCPUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF 18 TO 12 NIL M L m= X MAX MAX 18 x 1 3/4' P.H.V.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVEDASSCOMOVIPC01ii kE S•JVTH F«Rt4W DUILDIno=0= DR j(JN0 5 2aQl pYUzA,J PRDOC 7C aROLDPo7578 BUILDW 0008: 601.1pumc9 CPii:t ACCE01VICE NO. 01- o f iv. Z t GLAZING DETAIL I/2' iLASS BITE 0 QASS Jim (i OTHER CONFIGURATIONS 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1Q WOOD HEAD JANB �•�minetic. EV-12 Cams © COMPRESSION VCATHERSTRIP i I/4' X 4 9/16' HTL. iQ BE PINE OR Eou1VALCNr 1 1/4' © 4 VOOD STRIKE JAHB aLUHINt>k- DER THRESHOLD - - X I I/4' % 4 9/l6' NIL i0 BE PINE EIr EQUIVALENT TOP CHANNEL EV-13 PREH110R BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' 6 T EV-05 PREHD[DT BRAND -Ill/16' - 20 GA STEEL tc ul/ IBM Bpi rT[I1 CHANNEL BASF FQAM - DENSITY 2.0 i0 2S lbs✓FtT V EV-04 PRENDIR BRAND-! 11/16 - 20 GQ STEEL - Ev-a8 4' X v 1/1, UT. INTERIOR LOCK PREP FILLER F 4'xV HINGE VOOD HINGE JAMB 110 x 3/4, FxVs. IlO X 2' FAV & 7/IP PTI IyF Ct16 "a SIDELITE VUOD STILE 1872' FAHV . LOCKSET 110 x 1 3/4- FJLV_1 22' x 64• SINGLE PAREL GLAS: SIOE�_cvgj]D)VOO WOOD SIDELITE HEAD ,IAMB WOOD SIDELITE BASE NotPOLYPROPYLENE UTE FRAME 96 X 1 1/2' PAN HEAD SCREVS PIN NAIL DOW SILICONE 4995 MP&PWWASM11PtYCa muspa: L- : :7H II(i2fTi glROly6 PI T artTWlt>rvRSIaR 911 cao�couaW=CFFI.E PIl AOEMII# ERo,01-03/V.s/ AM' THICK- HTL. TO BE PEILYETHYLENE V- KARR BRi Na HINGE OR EOU(VALkNf 1 1/4' X 4 9/16' HTL. TO UI THICK (SIEEL) BE w14E..OR Ell EN U) S[JTEVS PER H1146E INTQ an SfJ1EVS itgWpl EAOI SIIEUIE JAR/ IMTB S AA7I is. UG T►iJKaftER TIELITE. 4' 111 rIgpI REFER TO ELEVAIIBH VIEv. FOR I (IF SMVS USED EV-07 15/16' X 1 11/16' HTL TO 8E PINE QR. LOEATIQHS <2).SCREVS AT EACH STRIKE PLATE EQUIVALENT KVIKSET BRAND 200 L OR uAR Isl SCREVS T BRAND 100 LOCI( Al IB• pt A MTE'R AN IRTB SHELTIE JmI, jrgM 17LQI TIP IQ I' G THEREAFTER ITKE J" WM SHIELITE JANI. 4- gyp fqW 1 4) SCR<VS IW AM EACH Nmg IHO OU JARI x 1/2' MTL. TO 8E PINE OR Ol HP Pot ro tene b ODL w, ���1•«�clll YP PY Y 8 PER FRAME tU 14 t AT P LTIG. P N TI94 EMI. fU: P UL IiEIKR[R IQI OR RILL06 MI TRN AIL . 1-1020-EW-0 SHEET � OF 6 IEYISBN lCItER e ' 1/4' SHIM MAX � TERIOR I 7gMAX16' 80,11/16" MAX i 2 BY WOOD BUCK 'UT T .T ki r - r- 1 1/4' -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 APFA0VM r5 03fix yM U41H r -.UUU« �,Uivi IUUKH I JUJN\� 4' "1 j 4'J I.FX,tS �b4'%YTCJ(i INs /1pI jf� LAA/T:IFL(1'y. YATII 6 (� i. / rj r nFF9 'Ili E .� I L-1 1 1 1 % 1 1� f�/�\ 51{_lt� '' LIMCOMflit31UE h'CFPa4CE' v X 31-1oza-Ew-o SHEET 5 tF 6 gym tilu • u I MLK DUUK � ANLL STYLES36 MAX 19MAm/X �6aaos 00 L0o Dou 13 a4 uIQ, C SLAW 111P 6-PA EL 4-PIYEL 9-PANEL 10-PANEL 4-PANEL 18-PNEL OTHER SIDELITE STYLES 30' —I rmAX 79 F/J6� Q Q SL-10 SL-29 SL-30 SL-60 u-30 SL-3O1 SL-69A • SL-691 00 0 as �� . an as . ao oa P" PB-2 PD-3 PD-1 PD-5 PO-6 PO-7 PO-8 1.9 oa PO 1B PO-19 PD-20 PB-21 P11-22 Po-23 PO-24 a n a s t �Q0 . oQo ODQ Q�4 Q o PO-35 PB-36 PD-37 . PD-30 PO-39 PO-40 PO-41 00 f01 n a°a �o 101 FLUSH 8-PANEL [Ra45R 12-PANEL 4-PANEL EYE&MV V%S Lt • V SC�RQ, Q p SL-69C SL-25 SL-300 u-4B u-9OA ao ao no �0 as PO-9 PD-10 Pp-11 PO-12 PO-p s17 111 iii lii p 1C .11 ili BBB 111 -- nl in; iii da aQ � • PO-42 PD-43 PH-43µ PO-43B st-9BB sL-9oC A-3ea - f SL-3OC $L-70 u-W QD ❑❑ nn PO-14 PD-15 P1-76 PO-17 N PD-31 PO-32 PD-33 PB-34 KL LC M - - - -�^ arrruna Comm . Y YS M ,a, � _ 31-1020-EV-O SHEET 6 HF 6 I[ymJUU