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Home My WebLink About107 Dominion Ct 03-2169 SFRPERMIT ADDRESS 14 CONTRACTOR Maronda Homes ADDRESS 1101 N Keller Rd., Ste F Orlando, FL 32810 ----- — 407-475-9112 CRC 058496 PHONE NUMBER PROPERTY OWNER lDDRESS PHONE NUMBER ELECTRICAL CON MECHANICAL CC PLUMBING CONT MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE d SUBDIVISION `n .0000 PERMIT 40 & ` DATE •' Z) PERMIT DESCRIPTION i�fc PERMIT VALUATION 0-7 L24 0% 6to c90t06 • SQUARE FOOTAGE • • CITY OF SANFORD PERMIT APPLICATION Permit # :C)2 ` 151�0 ` Date: May 15, 2003 Job Address: 107 DOMINION COURT Description of Work: Single Family Residence Historic District: Zoning: Value of Worle--�7t�fOT.Dii�� LC� Permit Type: Building X Electrical X Mechanical _ X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage`Z;@32_��'�^ Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-50S-0000-0350 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes. Inc. of Florida 1101 N. Keller Road, Suite F Orlando FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road Suite F Orlando FL 32810 State License Number: CRC058496 Phone & Fax: 407 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: C4071321--0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (.407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 05/15/03 Signature of �/At Date Russell Keith Summers Print Owner/Agent's Name 05/15/03 Signature of Notary -State of Florida Date oc rto DEBBIE TIME A O-TA S My Comm CXP. 2/b/M5 No. CC 999378 Owner/Agent is ,X_ Personally Known to Me or Produced ID f Af 05/15/03 Signature of ontrac Agent Date Russell Keith Summers Print Contractor/Agent's Name 05/15/03 Signature of Notary -State of Florida Date DEBBIE TIME My Comm Exp. ?J5/05 (9, No. CC 999378 Ppwnslly Vj~ 1 I otl�r I.D. Contractor gent u _ _ ersona y own o or Produced ID APPLICATION APPROVED BY: Bldg: .. (/ V Zoning: _ r& Date) (Initial & Date) Special Conditions: Utilities: (initial & Date) (Initial & Date) _t �o(�Nr�-1�� i F CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number:r 110 Date: The undersigned hereby applies for a permit to install the following electrical: Maronda Homes Inc., of Florida _S5 Owner's Name: -------------------------------------- Address of Job: Electrical Contractor: DANIEL G. PUGLISI Residential: Non -Residential: Number I Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 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: yS, vo By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Ap s Signature 0001663 State License Number - CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: (2�__- `�U_ Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 107 Dominion COUI't Lot: 35 Panel: 6 Mechanical Contractor: GARY CARMACK Residential----J/_____ Non -Residential Amount INature of By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. Applicant Signature C_AC043900 State License Number - CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number:0, _ � Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ------ 107-D.QIY11 ffm C-o_ur_t ____—__ Lot: 35 Panel: 6 Plumbing Contractor: _______WILLIAM T._SELF Residential: _ V _ Non -Residential: Number Amount Addition, Alteration Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Si ature CFC057039 State License Number ��••��.u�n�numu+un111111N11N111111N1111111111111 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04815 Pa 1416 CLERK'S # 2003078870 RECORDED 05/99/2003 12:35:12 PM RECORDING FEES 6.00 RECORDED BY G Harford NOTICE OF COMMENCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0350 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 35 107 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 NIA _ Amount of Bond LENDER Name and address Bank of America NA 7501. Orlando Ave. 0102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax 1407) 644-2388 Persons within the State of Florida designated by owner upon Whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kam pf Title, 200 W 1" St., Sanford. FL 32771 Fax: 407-330-5062 Phone (407) 3229484 In addition to himself, Owner designates (Name and address) 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.) 1� RUSSELL K MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of Notary Public XPr(o DE881E TIME P IT��alwqm EXP• ?/5/05 CC 999378 11 ouw I.D. 2003. MAY 9 CSTl RED C `PI M; RYANNE MORSE V1.FyK CIF CiRiGUIT COO UNTY. i"LO iDA PLOT PLAN for: MARONDA HOMES, INC. DESCRIP77ON: LOT 35, CROWN COLONY WODIVISION RECORDED IN PLAT BOOK G I PAGE(S) 7G thru 76 PUBLIC RECORDS of SEMINOLE COUNTY, FLORIDA 0' 7.5' 19 50' GRAM11C 5CALE N �L� 'BE1 +� ND UN�� M0S of JP� pROU�a,. A 91, apt 111-0 / R11DIU5 rOINT NOTES. 1. BEARINGS ARE BASED ON THE NORTHERLY LINE OF LOT 35 BEING S69'79'11'W. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT. 3, BUILDING TIES ARE TO FOUNDATION, 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. c1 R-50.00' A-23°04'20 ARC-20.14' CH.-20.00' CII.BRG.- N54° 16'34'E FLOOD CERTIFICATION BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURA RATE MAP, THE STRUCTURE 17, 1993. TRACT'E' CONSERVATION AREA 504009'2 I.W Cn it-m BUILDING SETBACKS :E FRONT: 25' REAR: 20' SIDE: 7.5' SIDE STREET: 20' E BUILDING LINE: 60' M THIS IS NOT A SURVEY. MAT' RENSION DATE. LOT 35 CONTAINS ($U"CT TO CHANGE) 10.315 SQUARE FEET/0.237 ACRES +/- THE UNDERSIGNED AND CAVONE,INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY, SETBACK UNES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS, SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA T7ONS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH,BRG.- ORD BEARING S,&U.E.-SIDEWALK & UTILITY EASEMENT D,U.&S.E.-DRAINAGE, UTILITY & CENTERLINE A/C-A!R CONDITIONER PAD aDELTA CENTRAL ANGLE) D.&ltE,-0W3AINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A ONINC. LAND SURVEMRS AND MAPPERS 70• 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-OOBO FAX No. (407) 339-3636 THIS SURVE"�Y NOT VALID UNLESS EMBOSSED L OF A FLORIDACS�EDRE SO VDEY ND R • • REVISION DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSMESS NUMBER L.B.5073 PLOT PLAN 5 5 3 LOT by NEIL CADD FILE: CROWNCOL35.DWG W.0.2003-6230 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 35 Subdivision: CROWN COLONY Property Address: 107 DOMINION COURT IM 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: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). M c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. O h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. ❑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. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15, Other DATE: Friday, May 09, 2003 SIGNATURE: (By or Authorized Agent) COUNTY OF S[MINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75532 v (I BUILDING PERMITCOUNTY NUMBER: UNIT ADDRESS: "/-�--`-sv�7rr'-- __________ TRAFFIC ZONc: ___ JURISDICTION: 0� CITY -OF FAIG PARC!iil SUDDI [ -'-_-__------^� ` AT B0�KLOT: dgADDRESSx' L/V APPLICAAT f`--!AME: ADDRESSt: LAND LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction ---------------------------------------^------------------------------------EE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS Al| --_----------------------------------------------------------------------------- - ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 � LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1084.00 AMO $ 2,285.00 STATEMENT RECEIVED BY: SIGNATURE": y_!� DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** ~ PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT, PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [AST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SKOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT'' ' 300 NORT|} PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF =* *******************SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD JUN 2 7 2003 CITY OF SANFORD RECEIVED VISION (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER: ADDRESS: 107 Dominion Court CONTRACTOR:Maronda Homes Inc., of Florida CONTRACTOR FAX: 4 0 7- 6 6 7- 0 8 5 3 DATESUBMITTED: Wednesday, June 18, 2003 INFORMATION SUBMITTED (SHORT DESCRIPTION) ATTACHED PLEASE FIND REVISED SITE PLAN AND ELEVATION CERTIFICATE FOR YOUR REVIEW AND APPROVAL. RICH FOXX FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067=0077 Expires December 31, 2005 Important: Read the instructions on pages 1 - 7. RI III rower_ nuMCWo MAR —SECTION A - PROPERTY OWNER INFORMATION For insurance Company Use: STREET ADDRESS (Inclu(ding Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. CITY Company NAIC Number t a ww, - rrrr.xv- or ##.#####") L.I NAD 1927 LJ NAD 1983 auUKI;E: "GPS (Type_): LJ USGS Quad Map I_I Other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 131. NFIP COMMUNITY NAME & COMMI INITY nu IMnGa 1 ne nn1 I.- /Zo ZS9 I -----....._....� I ns.0iCL, SEM/ n/OLE +�• �•nwen esr. NKM PANEL 88. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER DATE EFFECTIVEIREVISED DATE I ZONES) (Zone AO, use depth of flooding) Wilt oogo E 4-)7-°7S q-I - %s 35 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. Eal6•iAlEE2inV6 Ifltq-iJs fty1V-4A-J>GW IJ FIS Profite 1J FIRM IJ Community Determined J�Q Other (Describe): El(VAJFEAtA-& 4V7 - G Z9 - S 330 B11. Indicate the elevation datum used for the BFE in B9: 0 NGVD 1929 1_1 NAVD 1988 1-1 Other (Describe): B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 1_1 Yes M No Designation Date:_ A J A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on on Drawings" L_lBuilding Under Construction" IJFinished Construction "A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number I_ (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) \ C3. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al-A30,'AR/AH, AR/AO Complete Items C3.a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NOUP fto Conversion/Comments N A Elevation reference mark used f4m Does the elevation reference mark used appear on the FIRM? 1_1 Yes No ❑ a) Top of bottom floor (including basement or enclosure) <j (o ft.01 4 ❑ b) Top of next higher floor ft.(m) N FLOeIPA /- A 0 1> JSvcYEW p, ❑ c) Bottom of lowest horizontal structural member (V zones only) ft.(m) 012 A►JD fl1A PPER 14 - Z005 ❑ d) Attached garage.(top of slab) JA — ft.(m) . 0 ❑ e) Lowest elevation of machinery and/or equipment W servicing the building (Describe in a Comments area.) Add ft.(m) i ❑ f) Lowest adjacent (finished) grade (LAG) . � � a C ❑ g) Highest adjacent (finished) grade (HAG) ro Dr'n t NtciC F. C A v o N E IT ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 1J J R (a - Z 3 Z 0 0 3 ❑ i) Total area of all permanent openings (flood vents) in C3.11 141 ft_ 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. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be unishable tPX nine or imprisonment under 18 U.S. Code Section 1001 CERTIFIEKS NAME LICENSE NUMBER 202714105 Y CFI t(ONE TITLE Flo. Zoos COMPANY NAME PR,sJo�i✓r GAvOAlE INC. ADDRESS, _ _ _ _ G0N Wmp �.. SIGN�AAT�URE L • 3275t7 DATE TELEPHONE lo' Z3 -Z°p 407- 930_90 80 FEMA F�IJanu�erv200�3, ee reverse side for continuation. Replaces all previous editions a y ` IMPORTANT: In these spaces, copy the corresponding Information. from Section A. For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 101 p0m,10100 co ✓r—T— STATE r, a _ ZIP CODE Company NAIC Number CITY SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1)1community official, (2) insurance agent/company, and (3) building owner. COMMENTS ID SECTION E _ B I rn G ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) SECTION �. For Zone AO and Zone A (without BFE), complete Items E1. through E5. ; If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is I_L_I ft. (m) 1._I_I in. (cm) I_I above or 1_1 below (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is 1JJ tt• (m)1 1_1in. (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 1_1_1 ft. (m)1_.1_I in. (cm)1_1 above or 1_1 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? I I Yes I I No I I Unknown The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS LI Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. I_I 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. I —I A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. 1_1 The following information (Items G4-G9) is provided for community floodplain management purposes. G4, PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCVOCCUPANCY ISSUED G7. This permit has been issued for: 1,1 New Construction I_I 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 COMMENTS I I Check here if attachments PLOT PLAN for: MARONDA HOMES, INC. DESCRIP77ON: _ LOT 35, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 1 PAGE(S) 7C thru 76 PUBLIC RECORDS OF SEMINOLE COUNTY FLORIDA TRACT'E' CON5ERVATION AREA q, 504"09'21-W `P 60. 1 7 a 7.V IV sa 19D. E, GRAFMIC WALE .-� CONCRETE O rATTO I CD a.a By I O LOT 36 10.0' 10.0' 40.00' w m o > "c W CMEI MODEL: W I� ch o �. (3-2) BLOCK o FINISHED FLOOR ue (� N ELEVATION- 46.97 I T O DRAINAGE TYPE:' b' p I 0 F- IO.a `16. I • 60' CUILOTIrG ,.,., LINE I CONCRETE. DRIVE ( i 4% ot J o605y 500011'46"E 70.81' LOT 34 G\ c% vo R=50.00' . A=23 04.26 RADIU5 ARC=20.14' rOINT CH.=20.00' CH.BRG.a N54016'34"E NOTE- FLOOD cs7inCA77ON 1. BEARINGS ARE BASED ON THE NORTHERLY BASED ON THE FEDERAL EMERGENCY BWLDING SETBACKS LINE OF LOT 35 BEING SB9'19'11'W. MANAGEMENT AGENCY FLOOD INSURANCE 2. FRONT: 25' ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE 1WININ REAR: 20' PLANS FOR THE PROXCT, THE 100 YEAR FLOW HAZARD AREA. SIDE: 43' J. BUILDING TIES ARE TO FOUNDATION, THIS STRUCTURE LIES IN ZONE 'A' SIDE STREET. 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NQ 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 35 CONTAINS (SUBJECT 70 CHANGE) IM315 SQUARE FEET/Q237 ACRES +/- THE UNDERSIGNED AND CAVONE, /NC, LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA TIONSAEGEND: N0.-NUMBER P,7 -POINT OF TANGENCY CONC-CONCRETE W.E- WALL EASEMENT F,E.-FENCE EASEMENT R.-RADIUS P.1.-PpNT OF INTERSECTION L.S -LAND SURVEYOR P,R,G-PANT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH, -CHORD P.C-PANT OF CURVATURE QR-OFFIpAL RECORDS P,GC-PANT OF CQIIPOUNO CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH t.B -LICENSED BBUUSINESS CH,BRG -C�iORp BEAR/NG S dU,£,_SIDEWALK UMITY EASEMENT D.U.�S E.-DRAINAGE, UTILITY 3 CENTERLINE A/C -AIR COND1TiONER PAD pDELTA (CENTRAL ANGLE) 0.Ai1.E.-DRAINAGE r! UTILITY EASEMENT SIDEWALK EASEMENT TH15 SURVEY NOT VALID UNLESS EMBlJSSED REVISION DA TE APONE INC. A FLOR/DA LII AISED SU tiE D MAPPER LAND SURWMRS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 DOMINICK F. CAVONE - PRESIDENT TELEPHONE (407) 830-9080 FLORIDA SURVEYOR & MAPPER NUMBER 2005 FAX No. (407) 339-3636 LICENSED BUSINESS NUMBER 1,8.5073 PLOT PLAN 1 5 5 003 LOT by NEIL CARD FILE: CROWNCOL.3&OWG W.0.2003-6230 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 107 DOMINION CT for which permit 03-00002169 has heretofore been issued on 6 20 03 has been completed according to plans and specifications filed in the office of the Bui ing Official prior -to the issuance of said building permit, to wit as - complies with all the building, plumbing, elbctricalzoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled 11 ;c ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water FIRE: Inspected Sewer Lines In Sewer Tap ENGINEERING: ( \ Street Drainage \ 3-03r0L � Paved Maintenance Bond PUBLIC WORKS: Street Name n � Street Signs _l -01 \ Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 6/20/03 01-APPLCTN FEE -BUILDING 6/20/03 01-APPLCTN FEE -MECHANIC 6/20/03 01-APPLCTN FEE -PLUMBING 6/20/03 02-ENGNG DEVLPMT FEES 6/20/03 01-FIRE IMPACT - RESIDENT 6/20/03 01-LIBRARY IMPACT FEE 6/20/03 01-OPEN SPACE 6/20/03 DATE APPROVAL AMOUNT 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 5 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 107 DOMINION CT for which permit 03-00002169 has heretofore been issued on 6/20/03 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-PLAN ALTERATIONS 01-POLICE IMPACT - RESID 01-RADON GAS 'TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 7/09/03 6/20/03 6/20/03 6/20/03 6/20/03 6/20/03 6/20/03 6/20/03 35.00 91.93 10.33 847.00 10.33 1384.00 650.00 1700.00 r OWNER B LDING ICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL, INSPECTION **' SINGLE FAMILY RESIDENCE"" DATE: ', � - \�_o -S PERMIT - tt ADDRESS: CONTRACTOR: PHONE # �Aa:] -- y The building div sion been denied or appro appreciated. ,, ftgineering WO-t C Public 'Works o Utilities prepared a Certificate of Occupancy for the above final inspection by your department. After your and date the C. O. or submit addendum if it has with conditions. Your prompt attention will be Fire>`� 1 ❑ Zoning � ©Licensing:, ,, cN . „ CONDITIONS: (T© BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) EgU-:-1'Qnd- CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION ' **** SINGLE FAMILY RESIDENCE**** DATE: �.. PERMIT : ) _ c) ADDRESS: \ C)) CONTRACTOR: PHONE #: '`1 ~ y`1 —`�k\\\ 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 0Fire ('\ l 'N' ' '4 91v�]Zonin 5 Public Wnrk7 � s :DUtilities JLicensing r� > > CONDITIONS: (TO HE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CITY OF SANFORD. FL UTILITIES DEPARTMENT REQUEST FOR FINAL REINSPECTION DATE Z Z- 2- lo 2 ADDRESS- 102 CONTRACTOR THE BUILDING DEPARTMENT HAS PREPARED A C-OF O. FOR THE ABOVE LOCATION AND THE INITIAL INSPECTION WAS DENIED DUE O. UTILITY RELATED A ITEMS. THE CONTRACTOR IS REQUESTING t-N --,? REINSPECTION OF RELATED ITEMS AND IS NOV,.1' A S FOLLOWS. • �r r CERTIF'CATE OF OCCUPANCY REQUEST FOR FINAL INSPECTIOAI **** SINGLE FAMILY RESIDENCE" X DATE: PERMIT #:a c..i ADDRESS: 1 1 ,. �. �,., ,•, CONTRACTOR: PHONE : ACC) - yr) ► --A\\a 1+ r 1 r r r l i l r r r r r r 1 1 r r r l l l l l l t 1 1 1 ( 1 l r I r r r r l 1 r l l > Z I 4. 1 :1 1 pa 14: Q Q N Q R. aj » r U. lip. Lj ; "' 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 ❑Fired +a. =Public W ks DZoning t� =ties_ 0 Licensing .t gr l CONDITIONS: (TO SE ED ONLY IF APPROVAL IS CONDITIONAL) 61 A LAND SURVEYORS 300 COUNTY ROAD 427 SOUTH LONGWOOO, FLORIOA 32750-5499 TELEPHONE: (407) 530-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 107 Dominion Court Legal Description: Lot 35, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 35 CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dominick F. Cavone Florid?a Surveyor & Mapper Reg. No. 2005 Licen3ed Business Number 5073 Date Fieldwork Completed 9-24-2003 W.O. # 2003-13250 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCEGRAM O.M.B. No. 077 December PRO Expires December 31, 2005 ELEVATION CERTIFICATE Impoftt head the instructions on paM I.7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company t1se: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 107 Dominion Court CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 35 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, eta Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): ( ##° - ##' - ##.##" or ##.°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMMR I B2. COUNTY NAME I F83. STATE CROWN COLONY/ 12=4 SENIINOLIE B4. MAP AND PANEL B7. FIRM PANEL 99. BASE FLOOD ELEVATIONS) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zane AO, use depth of flooding) 12117C 0045 E 41117195 #17195 X B10. Indicate the source of the Base Fbod Elevation (BFE) data or base flood depth entered in B9. AS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in 69: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the budding Notated in a Coastal Gamer 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 Constnxtion 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the budding 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, ARIAE, ARIA1-A30, ARIAH, 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 floe (including basement or enclosure) y % IfL(m) M o b) Top of next higher floc o C) Bottom of lowest horizontal structural member (V zones only) _. _ft.(m) 00 o d) Attached garage (top of slab) _. J(m) E g o e) Lowest elevation of machinery andla equipment u, servicing the building (Describe in a Comments area) J(m) X f) Lowest adjacent (finished) grade (LAG) V l n ft. (m) Z' ' o g) Highest adjacent (finished) grade (HAG) _. J(m)0 o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In those spaces, copy the c onuponding infomodon from Section A I For Insurance Company Use: IBUILDING STREET ADDRESS (Indudirg Apt, Unit, Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX QUO., Policy Number .44 CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. 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 (including 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 (see page 4 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, 9 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 oral official must oertity this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAassued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, Q and E are correct 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 1U`LLER ROAD, SUITE F ORLANDO FL 32810 SIGNATURE - DATE TELEPHONE 40747W12 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the oommunity's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA4ssued or communityassued BFE) or Zorn AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. 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 r Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist 1. Sufficiency Review Manufacturer Name: Nora ndex(Revnolds Distribution Model Number(s): 1 "x4" and 1 "xX Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — f407) 667 9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: A enc Initials/Date Agency `initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialaniic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of S5 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Pape 1 of 2 NORANDEX PAGE 29 4 4 4 4 4 4 SEE CHART FOR od d 4 b .a c a n a FASTENERS CAULK TOP - ��- _ siNGLE UNIT CLIP VERTICAL MULLION SCHEDULE OF MULL _ - T TYPE OF. MULLION TYPE OF o -AA -- t WINDOW WINDOW DESIGN PRESSURE N �q #10 X 3/4" 1 3/8"MTN. WIDTH HEIGHT NUMBER AND TEK SCREW r ! WINDOW INCH NCH 35 PSF-45 TYPE OF FASTENERS � q j _JJ i HEAD 3826' '---1.0_ x 3_.0 _ ___ Og_ 4 3 Q co 1%4 i_O x 3.0-- 160 x 1-1 2 TAPCONS 4 _3J6� x 1-1 2 TAPCONS WINDOW t _ 3.0------pK--- 'T ,,----Jx___-__ JAM 63" 1.0 x 3.0--_- -- _S_ J2 T_APCONS OK --- 4-3J60'_x__1_-J2"_T_A_PC_ON_S W 1 '� 28" 1.0 x 3.0 --- pj{`-- 4 3 16�-`'TAPCONS � L0 1_0 x 3.0 OK 4 3 lfi_,d x 1-1 2 TAPCONS V) 79 3'8_-1 4 lx3 MU j, ---1.0 x 3.0------dK--- ---- ,.------ LLiON (XFI,A-26-1) 26-1/2"5_D_-5%8 10_x 3.0--- --- ---- ,4e�-% 1_J2 TAPCONS �, lx4 MULLION (XFLA-38) " _ 63" - - -------CK_-- 4 _3J6� x 1-J2II TAPCONS -- 1-0 3._0 OK b---- ,.------ 76-3 4 1.0 $ 30--- ---- MULLION 4 _J8� x 1-J2 _TAPCONS n FLA-45$--- 4 -..____ ANCHOR CLIP 2B;4 __1_0 x 3.0_-- -- --- 3 160 x 1-1 2" TAPCONS °k ao 4 3_8_-1 OK 4 3 16_0 x 1-1 2 TAPCONS y l' 7 b ---1.0 x 3.0 -_0_K .---- SHEET METAL 37" 50-5 8' - ---- _-- 4 _3Js_ x 1-1 TAPCONS 4 q �_ 1_0 x 3_.0 i.---_ 5/8' 800 LB. - --- O- 4 _3' 16as x 1- $---- .� w MAX CAPACTPY 63" - - - - - - - I _ J2 TAPCO NS y WINDOW A ---I.O x 3.0 _0_K 4 3 18 "---- ------ L3 JAMB 7/8" ix3 MULLION ( ) 76-3 4 1.0 x 4.0 -- --- - j x_ 1-1 2 TA CONS � k XFLA-26-1 26" OK 4 1 4�"- g 1-1 2� TAPCONS a p b a #10 x 3/4_ 1x4 MULLION XFLA-39) _-1-� x 3.0--- OK--- 4 _3 16o x__i-_1 2 T_A_PCONS y� e 38-i j4' 1.O Y 3.0 0 TEX SCREW 53-1/8" 50_ 5Z8,' _ " _ �- _ _ $ a t --- -K--- 4 1�60 x 1-1 - ----NS 1.0 Y 3.0 -- r---- 1 1' t B3" LU x 3.0------CK--- 2-1/40'__x_1-1 2-`_TAPC_ON_S WINDOW 7B=3 4' OK L21 4�" x_1-1 2"TAPCONSSILL 1.0x4.0--- --- ---- - -- OK 4� ` x 1-1 2' TA-PCONS q CAULK BOTTOM 1n i 3/8'MiN. OF MULL r —� _ PRECASTED "- 3 "�. ACTURER NAME: a SILL_ ��i�n.ry� Fr Z D fl p D DD . 3/4"MAX MASTER FUZ D b p SEE CHART FOR i D D D FASTENERS- NOTES: tt 1)ALLALUMINUM EXTRUSIONS ARE ALLOY 8063 T6,OR 8063 T5, CHARLES A ' P. 2) ONN EACH CIS LEE. THE TAIS ONE TAPCONPCON SH LL 1-! 2') FL REG. ENG.. �! 49121 PLACED ON MULLION CLIP CENTERLINE. �E aaDATE: 3/21/02 3)AT C D Y5OMPRESSM STRENGTH a 3.000 PSI . us.. r NU KAN DEX PAGE 30 NOTES: I) ALL ALU063 T5. M ER7RlISIONS ARE A[.IDY 6063 TB, HORIZONTAL MULLION SCHEDULE 0R 6D63 T5. 2) ON EN TIME EAC ANS ONE TAPCON GLE LEG, THE TAPC N SHALL [�E') SINGLE NIT DT'�'P GN PRESS PLACED oN tau[ Ltox cLtr cExTERLI3 WINDOW MUi,IJON TYPE OF CUP q s) coxc 3000 PSI INCH HEIGHT 35 PSF URE NUMBER AND NS't'B COMPRESSIVE STRENGTH s TYPE OF FASTENERS � AT 28 DAYS. IAIGH FLA-45 " 1`0x3;o 26 OK --- --- 4 _3 180'_x1-1 2 TAPCONS Ct l.0 x 3,0 OK �. Z_ --AA _x 3:0 OK - r-�, J4 TAPCONSS r4 W _ 63"-1.0__x 3_-.0 - 4 .3J_0 _x _1_-J2 I --I S 'a C� 76-3 4-` --- --- OK---- 4 3 i8�' x 1-J2= TAPCONS l:bs3:0 -- - - x1- •J G Ci] 26` 1:0 x 3 0 OK--- Z4 3 160 x 1-1 2� TAPCONS ti 0 PL RLT A G- >j 38-J4" -- .1:D' x 3 p--- --- OK 4 _3 160 _x__i-1 2 TAPCONS o ko ti r1 STIG. >1 49121 2B-1/2 0-5„ 8`' - --- --- oK--_- 4 _3 i60'_x 1_ J2" TAPCONS N DATE: s/21/o3 -_ _ 1.0 x 3 _0 _ 4 3J60 x 1-,2 TAPCONSCW - 63 --- --- _ F------ 76 5_ 1_0 x 3 A _0_K' 4 3J60� x 1-1 TAP--- 4 1 a x 3:0 --- _ 26" OK 4 3 160� x 1-i 2'� TAPCONS co co w 1.0 x 3:0 38-4' -- 0 x 3:0--- --- OK---- 4 _3 160 x 1-1 2 TAPCONS CENTRAL FLORMA B.O.A.F. 37" 50_-_5 gam' --- - __---- _ „---- F------ Z_g;'p - OK 4 3J!j _X 1_J2 TAPCONS _63" 1_O_g 3.0--- --- DK 4 _3J$0� x 1::V TAPCONS 144kk!'�� MANiJFAGTUREIi,NAME: 763 4-- - -- OK--- 4 3 160"-x 1-11,4,?o 0 _ OK�l2F 10 x 3 0. OK i60 x i-1 2TAPMASTER FILE # 7 38_-1T4--1.0 x 3 0 - - 43 160x 1-1 2 TAPCONS 53-1 8` -- O/ 'SZ4 3CONS-------- OK214�N x_1_ 1� '"------b) � 1 0 _x -3:0 OK: 2 - 40 2 TA --- [Y S 1 _ x 1-1 2 TAPCONS 14 I�10 x 3/4` - 1.f} x 3.U------�K---- - .r--- � iz3 MCII.LION (XFLA--2B-1) 2 1 40 x 1-i 2' TAPCONS TEK SCREW_ lx4 MULLION (YPLA-39) (XFLA-26-1) lx3 MULLION (XF'LA-39) ix4 MULLION #10 x 3/4" DW SILL SEE CST FOR SEE CHART FOR TEK SCREW ^[ FASTENERS FASTENERS _ 4 'SHOWN Q. 4 SHOWN 1-15/16" DW SILL a 1-15/16" h SH HEAD i . 3/4' MULLION ANCHOR CLIP i -45 A GALV. O SH HEAD SHEET METAL 3/4" I 800 LB. MAX CAPACITY 1/4` •F4 R m • •�til lil L' A PAGE 24 .r r n 'AC UnR NAM. • �f'-9n'li,' (r) f10 x 1 3/4 P}1 SMg jN2 3/16"$ x 2-3/4" TAPCON THRU 1 BY BUC}4 MIN. y (S1(p)yp) --` SEE ELEVATWITH A ION FOR ANCEDMENT HOR SPACING NTO MASONRY. (2) #10 x 1-3/4" FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) /10 z 1 3/4" PH-SMS pip 2 BY BUC l(ITH 1-1/2' M1N. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK STEELALL ' Res k 60.0 D. P., 46 DB.6' (4j 48 24 6 15t 46 46 16 ° I1L976' 80' 57.6 57.5 g S? 6 57.5 6 is 16 ° 1YB' 67.6 57.5 16 a BO' 58.7 69.7 20 aim (Y,5) 68.5 10 ° 201' 147.875' BO'. 45 45.s 45 e ]0 ".5' (4) 45 45 Y4 10 162.760' 46 46 16 30 liLSl6' yq6 4&9 24 10 76.6' o (9) 514 63.6 66,4 IB l0 se 64.5 6C6 16 20 to 13.826 (E.6) 64.6 64.6 /0 00 Na/ Di P �'c 10 ilzE � PAHa1. Bae rb FnT. ,WOOD AS REQUIRED SHO TYP. JAMB. SE( HOO3HDd I OR MUDD TRACK Ads 2 BY (2) 3/16'0��4- TAPCON OR 1 BY MIAMI DADE APPROVED CONC• FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED, MAX SHIEI STACK 1/4 2 ALL ALUMWUM EXTRUSIONS ARE ALIUY 6063-T6• S TS WITH TYPICAL WALL THICKNESS OF•0.62' . 3 USE RIGH QUALITY -CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHAM' AND MAY VARY 5) THE RESpON3aftIM FOR DEPENDING ON SIZE. PRODUCTS TO Mgrr AN]C JSELECTION _ OF O .AWE, BUDDING CODES, ORDINANCES OR OTHER SAFETY KCTI�N BUILDING OWNEUIREMENTS R OR SOLELY p ACTOR. THE ARCHITECT, 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. 1/4" SHIM -- MAX (2BY2)strlc_ aSPAM ++-�mDY IiLA.IJ C CLASS DOOR [}a �1 ANALYSIS CHART No. or DESIGN L � ANCHORS cape Na OF �CNORS 0 (� ti �y�l BEAD k sol7Ai18 86,7 89.4 30 68.7 B A W 88.4 Y4 86.7 sa4 ° 08.7 77.4 66.7 BSB la 66.7 836 B VJ to 6s 7. 78.8 80 e47 B 76,a to °° e0 30 N •��+ O Iti X4 s0 80 16 to l0 cq •g 65.9 66.a 24 80.7 71.9 IB IO 10 to 68.7 73.a 18 65.0 eSs 20 10 10 K O e8.7 86 z to (2) 3/16'0 x 2-3/4` TAPCON OR MIAMI !O q y N k o DADE APPROVED CONC. FASTENERS. 1,? a b o SEE ELEVATION FOR ANCHOR °1 SPACING. a 4 b (ii Z amo yN � as Z R - , ti i 4 c a � I rN �! (4BY2) !l a "" NORANDER PAGE 23 (2). Ito x 1-3/4" PH-SMS TN70 2 8Y BUCK OR 3/16'$ z 2-3{4" TAPCON THRU 1 BY BUCK, (SHO WITH A 1-1/4 MIN, EMBED4IENP RITO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) f1D z 1-3/4' FH-SMS INTO 2 : BUCK Et"ATION FOR ANCHOR SPACING. 3/16" TEMPERED GLASS PANEL SIZE DESIGN LOAD INCHES NO. OF ANCHOR SCREWS IN FRAME CAPACITY-PSF �i o 1-4SEE WIDTH/HEIGHT HEAD AND SILL JAMB q EXTERNAL INTERNAL 30 his` XXX xxxx ALL � W A x 59 a 53.3 65.8 36 4a* x 59 /2 10 16 18 8 49.8 49.8 30 Xe` x 791/2 " 49.7 12 18 22 6 t � o E~-. o 04 49.7 36 the" x 79 %2 " 45 10 iB 20 8 2- OPTIONAL. 2 BY STOOD BUCK z 1 PH -SUS INTO 45 SERIES 500 Ai. SUDLNG GLASS D00 12 .18 22 8 Lb BUCK -1 2 BY SEE KELSVAA9 TLON FOR ANCBOSffiSpA _FASTENER CILART OPERABLE PANELS b G, CENTRAL �AItiDA B.O. A.F. (2) 3/18-a z 2-3/4- o 2 z 1TDOD BUCK '' A +�CIRFiR CALL SIZS 1TIDTH NAME j F TAPCON OR m MI I z WOOD BUCK DADS APPROVED CONC. FASTENERS. • c h 0 C-SN SEE ELEVATION FOR ANCHOR SPACING.14 o s a u ' e � 04 uv TRACK AS REQUIRED 1 BY (2) 3/18'0 x 2-1/4' TAPCON OR !(LAME DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. / NOTES: 81 SlgT l AS ��• MAX. SHIM STACK 2 ALL ALUMBIOM EXTRUSIONS ARE ALLOY BOB3-T5 OR TB TI M TYPICAL WALL THICKNESS OF 0.82' . 3) USE HIGH QUAlXrY CAULK BEHIND NINWW FLdING 4 GLASS L ON TABLE GLASS CHARM AND MAY VARY DDEPENDING ON Srm 6) THE RESPPRODUCTS ToIDILITY FOR SELl=ON .0F HgqiiAND$ PRODUCTS TO MEET ANY APPUCABLE WCA%.LAWS BUILDING CODES; ORDINANCES OS oTAER SAFETY &D "OR [ SOLELY fOM THE . ARCI rr= IL 8) CONCRETE CgMPRffiSIVE STRENGTH _ 3.000 PSI AT 28 DAYS. (2BY2)rnc/t :ar. �• (4HY2) S1 _an mar ,• •� 1%si 14 Lim-& PAGE 22 10 X 1-3/4' P.H. W/1-•1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. i lu X 1-3/4' P.H. S:M.S. W/1-1/2' MIN. EMBEDMENT. NOTES: SEE ELEVATION FOR 1) :SHIM AS 1 ANCHOR SPACING. 2) ALL ALUM! OR, 1'6:Iff HIGH 3) USEGLASS. 4 TH CHAIM; I 51 TflE.ppD PRODUI BUHZD BUIL�jrF 6) NOTE • HEAD J ALT. FIN ATTACHMENT UNDER SHEATHING CENTRAL FLORMA &O.A.F. AC'TURER NAME: MASTER FILE # 3 I I HEADER AND SILL SECTION j1 0IX 1-i / ' P.H. S.ILS MENT WOOD FRAME SEE. ELEVATION FOR ANCHOR SPACING. r- ?LID, MAX. $HIM STACK 1/4". EXTRUSIONS ARE ALLOY 6063-T5 PICAL WALK THICKNESS OF 0.62' . 3TY _Catildt IBEHIND WINDOW FLANGE 4S .BASED ON TABLE E13OO GLASS INN( AY'VARY DUMING ON SIZE ILITI'.:M SBI.EMON OF NORANDEX IEET ANY -APPUCAHLE LOCAL LAWS, 18- I, ORDINANQSAFETY OR OTHER REST SOLIMY WITH THE AFETy ARCHITECT 5— 6� x.OR'�CONTRACTOR. ES THAT IE�UAL. FASTENERS AT ARE REQUIRED. 52- _ 18 5-; 36_ 1 f'10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1 111j'.jyjx/i 4� SHIM MAii (TOP AND BOTPOM) CHARLES! A, i+ FL REG. ENG. 49121 DATE:. 3/p/02." �,DLTAM-C DETAIL-B WINDOW FASTENER. SCHEDULE NO. ANCHORS HEAD/SILL N0. ANCHORS JAMB W N SEL NOTE 6 35 45 60 PSF PSF PSF 35 PSF 45 60 q 2 2 2* 2 PSF PS 2 2' �' 3 3' 2 2 2.A 2 V 2 2 Z. 2 2 2 p - 2 2• 3 3' 3 3 3 3 ti. 3 4' 2 3 3 Co � CN 2' 3 3 3 N G] 2 3 30 3 S a 2 2 2 3 2` '2' 3` 3 4 4 4 4 4 4' o ti y 2 2 2 4 3 4 4 2 4 2 _3 2' 2• 3• 3 4 4 5 6 5 41 �q 1q' -4. 4 3 4• '3- d 5 yy 5 W lux mmV�= NORANDEX PAGE 10 # 10 Y , _ q i." ------ . W/t-I — a. /2` Mik EMBEDMENT SEE EL,EVATION FOR ANCHOR SPACING O U �v U .750 TYP ' 10 X 1-3/4" P.H. S.M.S. — —i W/1-1/2 NIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACi UFACTMR NAM: A TIP. d T� ALT. FIN ATTACHMENT 9 10 X 1-3/4' P.H. s.KS. UNDER SHEATHING SEE ELEE MIN. E1�ijE�s,E'�' SEE EVATION FOR FOR ANCHOR SPACING.,_ 1/4" MAX — SHIM (BOTH 2.437 /# !0 X 1-3/4" P.H. S.lLr, W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING, HEADER AND SILL SECTION WOOD .FRAME TYP. JAMB SECTION n WOOD FRAME Qj- CHAR LES A 217 P REG• ENG. # 49121 DATE: 3/27/02 NOTES: 8SHIM AS REQUIRED, MAX SIBM STACK 1 4". LUALL AMINUM EXTRUSIONS ARE ALLAY 6063—T5 3HIGIOR Ta, W�TQUAid TYPICC L WALL L , $ I MESS OF 0.62" . 4 ) USE' GLASS: THIC HI13D WUdDOW FLANGE CHARTS. AND -MAY VAT2Y 1) N TABLE 1 SiZE�S 5) THE RETSr;TO HILITY FOR SEIFLMON OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BU'WING -CODES. 'ORDINANCES OR OTHER SAFETY BUIMRg�g REST SOLELY WUH THE ARCHITECT, BUILDDFG TiWNER OR CONTRACTOR 6) NOTE + INDICATES:THAT EUAL FASTENERS AT HEAD AND SILL ARE REQUITED. W ¢C a SASff OF a DETAIL=B.� N u 1tx1V 111, X L PAGE 21 • 3/16' TAPCON MTi7 e UiN. 1-1/4" MIN. EMBEDMENT ii 10 F.IL S.M.S. — SEE ELEVATION FOR W/1-1/2" MIN_ EMBEDMENT NOTES: ANCHOR SPACING. , SEE ELEV A / A cam t U U 4 ATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED, MAX SHIM STACK I 4". 2) ALL ALUMINUM EXTRUSIONS A ARE ALLOY 8063-T5 OR To WITH 4) USE HIGH QUAIIT CAULK NdE 4 4 BEALL HINDWINDOW►OFj )) LAS3 THICKNESS BASED ON TABLE E1300 GLASS CHARTS: AND MAY VARY DEPENDING ON SIZE_ 5) THE RESPONSiIRM FOR SELECTION OF NORANDEY PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES. ORDINANCES OR OTHER SAFETY IxRZIN1ETTI3 R1OR SOLELY WITH THE ARCH11'ECT, BUIKINGOWNER OR M:ONTRACT'OR 6) A PRESSURE TREATED.WOODEN BOCKi.OR MARBLE SILL $HALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT TM SUPPORT' SHALL BE FIRMLY ATTACHED iWid MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH BY OTHERS). (SUPPLIED 7) CONCRETE COMPRESSIVE ALT. HEADER SECTION STRENGTH 9,000 PSI AT 28 DAYS. ej NOTE • INDICATES THAT EQUAL FASTENERS TYP. 2 BY BUCK AT H�A' { " B.O.A.F.- S/16' TAPCON W/1-1/4' MANUFACPUnR NAM: MIN. RMBEDMENTru[�C (SEE ELEVATION FOR ANCHOR SPACING) MASTER FME # d CALL STLE WIDTH A L1 By BUCK © 2 BY BUCK SHIM TYP. JAMB SECTION )TH JAMBS) 1 B Y / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK ev _--elx CHARLESP.I: FL REG. ENG. f ,49121 DATE: 12/1i/Ol, 9 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. YlY DNR 11Di!( LWAb e ii -A r/�// Ifte/ ---DETAIL--C f DETATL-B 24- an r NORANDEX PAGE 9 3/16` TAPCON WITH A MIN. 1-1/4" MIN. EMBEDMENT A ELEVATION VATION FOR ANCHOR SPACING.--.. -1 750 Typ +. n- Zi. M. s. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 6 d ' . v ALT. HEADER SECTION NOTES: -�- 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS 3 OR USE THIGH WITHARE ALLOY 8063-T5 TYPICAL ULK THICKNESS . 0.62' . Bi 4; GLASS TMCKNESS BASED ON TABLE INDOOE1300 Fj,ASg E CHARTS, AND MAY VARY DEPENDING (INC ON S1ZE 5) PRO UCTS To FOR SELECTION OF NORANDEI PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS BUILDING CODES, ORDINANCES OR OTHER SAFETY • REQUIRES REST SOLELY 19- 28 YIITH THE BUILDING OWNER OR CONTRACTOR ARCHITECT B) A PRESSUR$ TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED 37` 53- UNDER THE PRODUCT TO PULLY SUPPORT LMIT' THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY 28 THE PRODUCT OVER ITS FULL LENGTH SUPPORT BY OTHERS). (SUPPLIED 37 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSI AT 28 DAYS. 53_ 19-� TYP• 2 BY BUCK CENTRAL FZ,p ss- WINDOW fMENS10NS FASTENER SCHEDULE H HEIGHT N0. ANCHDRS HEAD Np, 7CHORS Es (INCHES) 35 AND 45 35 AND .B. PS 45 PSF PSF 2-- — 2 -- 8" 2 3 2 '- -- 3--- 50-5/B' - 2---- 2--- RIUA B.U. A.F" rmr. A�v1�R 19-1 2 -- 1.500 �-L 3/16` TAPCON � NW' 28-1 2" 3'7" 83" 2 3 -- 3 SEE ELEVATIONFOR EMBEDMENT "' "U j L' R F" 53-1 81 -_-_ -- -3--- FOR ANCHOR SPACING. # 19 -�8 2 I -s" 28-1 2' L 76-3/4" - 2 - - - 4 - 4- CALL SIZE WIDTH 37' - 2-- 4_-- IIII p e - 3 __ 4 r n'p. T 2 - Mr- AlA3f- ' i BY HUCR 2 BY RUCK ° O ML-A L sao TYP JAMB SECTION OF 1/4" SHIM 1 BY 2 .BY BUCK MAX (BOTH .IAMBS) o B D D D N SEE NOTE 8 HEADER AND SILL SECTION TYP. 1 BY BUCK # 10 RIL S.M.S. W/1•-1/2" MIN. EMBEDMENT DETAIL SEE ELEVATION FOR ANCHOR SPACING. SASH CHARLES A PIG P.E. �/ FL REC. ENG: 1# 49121 DATE: 3/21/02 DETAII-B k fL tr1�y n La �'a >i;� . "4 llq to I A M i DADi: PRODUCT CONTROL, NOTICE OF ACCEPTANCE Prentdor Entry Systerrls 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 AIIANII-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE CO,NIPLIANCE OFFICE M11-110-I ADE FI-AGI.J,'it I3Utl.l)Jl`'C; 140 WHST I'LAC IXR MIAMI, FI.ORIDA 331. W5; �; (305) 375-29U 1 F/\?; (3U5) 375-3')US c0x•1•ri\c-ro1z1. M"'Nstticr8rCC"rIo.N (305) 37S•2527 I :L\ (iU5) J75.2S5y (:c»rriu-roit 1,-NFoitC1•:•\-1.1)r\ 1sr().,; (3US) 375.29GG FAX (aUS) 375.: xus t�u�)t>t:cr c:c)�-r•r:c)t. r)r�•tslc).� Your application for Notice of Acceptance (NOA) of: (005)37529U_ FAX (.105) 372-63.1 Entcrgy G-8 S-til'/E Inswing Op., Double w/sidelites Reside tial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ol'.1ltcrnate I<ltiterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of suchproduct or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO than this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-031.1.24 f.r EXPIRES: 04/02/2006 haul Koaripci Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC:IND GENERAL COIN)1'I'10NS BUILDING CODE &C•PRODUC'i" REVIEW CO�ti1,tiiITTEF, This application for Product Approval has been reviewed by the BCCO and approved by the Buildin-, Code and Product Review Committee to be used in hliami-Dade County, Florida under the conditions set forth above. APPROVED: OG/0i/2001 Francisco J. Quintana, R.A. Director Miami -Dads: Cou11t\- Building M Code Compliancu Off -ICU \\-s0450001\pc2D00\\templates\notice acceptance cover page.dot Internet mail address: postill.tstera;buildinrcodeonline•cnm 11umcI rt 1 „coticUnlinc com Premdor Entry Svstenls ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES _ =lPril UZ 2006 I. SCOPE NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 2S, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of•Acccptancc, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as dctcnllincd by SFBC Chapter ? ;, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-'1h'/E Inswing Opaque Double Residential Insulated Steel Doors iNitlt Sidelites-Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EW-I, Sheets I through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidclites ill Wood Frames %vith Burnper .Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 witl1 revision C dated 01/I1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptanc.; number and approval date by the Miami-Dadc County Product Control Division._ These docun;l-nts shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and single door only, as shown in approved drawings. Single door units shall indhrdc 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 45 degrees. Unlcss unit is installed in non -habitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its componcnts shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation ofthis unit NN•ill not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit is -ill require a hurricane protection systClll. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building perrnit 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 identif7cd in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for tic proposed installation. 6.1.3 Any other documents required by the Building, O icial or the South Florid wilding Codc (SFBC) in order to properly evaluate the installation o �,, s slcm. _ Manucl crcz, P.E. Product Con xamincr Product ntrol Division 2 Prcmdor Entry S�stems ACCEPTANCE Na.: 01-0314.24 APPROVED )UN 0 5 2001 EXPIRES 4pril02 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 documcntation, 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. 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 [lie required documcntation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, a, d/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written appro�,al has been requested (through the filing of a revisio office. n application with appropriate fcc) and granted by this 5. Any of the following shall also be grounds for rernoval 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. 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. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 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 bc'availablc for inspection at'the job site at all time. Tile engineer needs not-rescal the copies. 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 TIiIS ACCEPT NCE ti Manuel crez, P.E., Product Contro - . arnincr Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) �i I��Mk wM16s �4P6�MT l Ve- . V LOW er.,Lm set none a ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL RCHAINING AND THRESHOLD VITH 110 x 17/4' MOLES FLATNEAD SCREWS' NOTES, TJ WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY. - BB x 1 3/4" LONG n FLATHEAD .TD'TRANSFER.LDADS TO THE STRUCTURE. SCREWS _.! L _ VTHE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE F13LLOVING INSTALLATIONS. LA INSVING RX INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING' B. MASONRY OR CONCRETE CONSTRUCTION WHERE ASTRAGAL DOOR SYSTEM IS ANCHORED TO A MINIMUM TVO BY APPROVEDASS CCv> rot^ r:t l i. rnE STRUCTURAL WOOD BLtCK s ntn P NC CODE MASONRY OR CONCRETE CONSTRUCTION WHERE AT�,r JL1n U Ill DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VHOTE V61ER INFILTRATION MERE VATER INFI IRAlIDN ]R MASONRY WITH OR WITHOUT A NON-STRUCTURAL EOURKNI IS NECBED a REDUIREMENt IS NO� NEEDED sr THE BY WOOD BUCK V x + ra coNYRpL trns�oN (/\/ 1. ALL ANCHORING SCREWS TO BE 110 WITH x euILDC.� CO'S&ASICE OFF-" IINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE accErYv END.9T u 3 OFF- N MA PFH JAPCDNS WITH 1 I/2' MINIMUM EMBEDMENT c UNITS SHALL BE INSTALLED ONLY AT LOCArIOYS PROTECTED BY A CANOPY OR NTO MASONRY. OVERHANG SUOI THAT THE ANGLE THE EOF CANORY OR OVERHANG . UNIT MUST BE INSTALLED WITH 'MIAMI-DApE COUNTY NGLE BDGE TO SILL IS LESS 1WW t5 DEGREES UNLESS UNIT IS INSTALLED IN PPTHOREEDSTAPLES PER SIDE JAMB INTO HEADER ON SIDELITES NON -HABITABLE AREAS VNERE THE UNIT AND THE AREA ARE DESIGNED TO NO DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON NO WATER INFILTRATION IDELITES AND DOOR. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE LLwz ransr,soove"nsra ^"°' AMBS AND SIDELITES. CfIR11d AU t t Vt all EL 0o melt X cvrwuu curs ien^i 1 vs DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELTTE BASE XLyum I P, ORNERS ARE COPED AND BUTT JOINED _ .��s• �.e. cxu e,.r m a: n DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST a1 IHIBITIVE PRIMER PAINT VITH A 1pY FILM THICKNESS OF 0.8 TO 1.2 NIL. �,� FltM 31-1029-EW-I FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ SHEET OF S ATER-REDUCIBLE VHTIE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 MIL. it> I —_ RTV,'D ;E HR 112' GLASS BITE GLAZING DETAIL I/6' TE-EKD GLASS INTERIOR f-^— 304 I.NSWING-OTHER CONFIGURATiONS III I/v APPROVEDASCM4KYWGM61HTHE - SWmpIFFoWWNM SOIRHFI wl • IHfl ftpf06 Ts" li ° � ' �aGt �Ul�H14#ad �. by OAK" CWEOQM HCEOFFICE ace 1-1029-EV-1 rceHu aF-o_ 3�y_, zy m a LEFT 2 UF 6 Ewa O SHIM MAX r-- 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX ? SECTIf1N B-B 2 BY VOOD BUCK 1 1/4.- EXTERIOR MAILRIALS LIST PARi "DER GENTS HEAD JAMB CSStaN VEATt(CRSTRIPNUN 14ALLMINUM-KWER 1/4• X 4 9/16' NTL.iD BE P1HE DR CDUIVALCNi ASTRAGAL N X A 1V- THRESHOLD EV-15 PRENDOR BRAND OR £OU(VALENT-5/8-ALUMINIB4 ASIRA TOP MAN EL PRENDfiR BRAND OR EQUIVALENT - 11/4', x 4 9116' ©-111u. EY-QB PREMDOR BRAND - 1 11/16' - 2D GA STEEL SKIN 7 � I!U is �� JnYIRFT � lllb[11 I RIStI [fl BIB►1i e' 8 d0TT1DtL � - DENSiTy 2.9 TO 2.5 lbs./ft' 9 EV 07 PREHOIgt SRANp - ! U/i6' - 20 GA STEEL H7�� EV-09 EV-06 4' X 9 1/2' NiL. TDBEPINER2 CQVIVALENf - 1t H11 STILE EV-05 15/16' X 1 11/16' NIL. TD ! PINE OR EDUiVAL£Hi IS/ LOCK PREP FILLER PLATE 16 X I it/16' HTL. i0 BC PHIE [BI EQUIVALENT 4'x4' HINGE EV-JO PREHOOR.BRAND - .050• THICK- HIL. TO BE POLYETHYLI VOOD HINGE JAMB V- 6 HAGER BRAND NJ NGE 02 EQUIVALENT - A97 THICK (STE 110 x 3/4' FHV.S. - 1 1/4' X 4 9/16' NTL. TO BE PINE OR EQUIVALENT I1D X �' fHVS PER HINGE IWO DDDR V101CRLIVIS iWERREEAfTER R IFgllpl VRME 1 Oft - SIDELITE ,An. 4• IDW EqptINE"TER "M"EACH S/OEtfTE .Lwt IUD SI7R11E. +• Dw fRDm QL 1tEREAf1£R. L76 PfN IIgDS VI ig fREFER l"J I10 X 3/4- FHV.& 10 ELEVATBTN VI[V. FOR I or S£REVS USER AND LOGTiQNS 19 iB x 2' fHV.S (2) SCREVS PER HINGE INTO JAHB LOCKSET (2) SCREVS AT EACH STRIKE PLATE BID X 1 3/4' FJiV.S. KVIKSET BRAND200 LM OR HART BRAND IDO OCK VOOD SIDE LITE JAHB (2) SEREVS PER HINGE INTO JAMB 4 22' X 64'SINGLE PANEL GLASS EV-J9 1 I/4' X 1 9/16' NIL TO BE PINE (]J1 EQUIVALENT SIDELITE TRiN (VOOD) EV-2D i Asa N A YPR�YL - QC -I — VOOD CASING EV-21 EV- 22 5/16 x 1/2' T4TL. TO BE PINE OR £VUIVALEN 1� xsti a D SI11LITE HEAD JAMB --- yw.i- - tuu«s i " 1 xsNotoutcs u IlkEV-23 © VIITD SIDELITE BASE 1 1/4' X 4 9/16' NIL. To BE PINE OR EQUIVALENT LLYPROPYLENE POi LITE FRAME EV-24 1 1/4' X 4 9/i6- HTL TO BE PINE QR EQUIVALENT A6 X 1 1/2"PAN HEAD SCREVS -1643. DDL-2 HP Polypropylene by ODL SIDELITE STILES 8 P£R fRANIE D o + ! AtT I PIN NAIL EV-26 I5/16" X 1 il/16' HTL TO BE PINE DR EQUIVALENT +• tam RAA, +• IN rim ERN. IMF r RL lKswim RSTI DM MUDS No 1 DOW SILICONE #995 AP?ROYE•D AS COmmVit FN1N A£ �,l By ACCEPTANCE ND. 03'E.0Ft)CE 1-1029-EW-I SHEET 3 OF 6 RCVtSRtI LCIICR B f 2 BY WOOD BUCK 1/4" SHIM MAX 3/4' n I INTERIOR 79 3/16' MAX 80 11/16' . MAX 1 .64' MAX DLO :f I1 EXTERIOR PLEASE SEE 'GLAZING DETAIL" DRAWING #31-1029—EW-1 SHEET 2 OF 6 1 1/4' DOW SILICONE #995 2 BY WOOD BUCK 4 9/16' p BADE [OMY MOIFICATWK rn/A1 J 1pNfi UdLiS 1CIT[11 LRAC R 17 CIFRU5�5 11iISi li ig sm Mit r11 i re SECTION C r A .n scac. c re tyre rwaK a wnxr,� usr z_„ „ C — 'Anwtov�ASCOIy'LYYA;1l7iirTHE i►R. RCvis®5 dlr[ • Al )?"IgA a xA% m !Y _ _ PAR UN PREMDOR ENTRY SYSTEMS PJrQry avlcaaa err c .crLLRS>)1 31-10 2 9— E W— I r�E �lrseu:c rr �zs� SHEET . 4 OF 6 ncce�rAr�prp• nr-e3ry;zy RCVw LC1rLR p { OTHER DOOR CONFIGURATI DNS N W b Y.• W -Y w �� A va• W�n �wM W tW � TW w K • wK ^'. cc nc.a u brr �� r b'�__1{YK R M. LL" 4 i1 xn. A'"R '13 AS CpuPLmx x:nl Tte7rRM awe IMNar r• w ml 31-1029-EW-1 SHEET 5 OF 6 lfvm IiIIfP F] T LJ (— n n i-n m i IL-,\ 1JUUK t'H)NLL S I Y ES 36" rMAX 79 r/16T 00 °° flo Bill]MAX D0 pp Don �� DO on°o BLANK TOP 6 D O 1300 4-PANEL PA►L 4-PANEL 9-PANEL 10-PANEL 1B-PAlCL OTHER SIDELITE STYLES 36" MAX 79 f----- � M �X _ s 0 p SL-10 SL-20 SL-30 SL-60 SL-50 ' SL-500 SL-69a SL-69B no U0 D� DD D[1� . �� DD DD DD ��. DD 00 Da DD PI-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-) PD-B DDgo PD-18 PD-19 PD-20 PD-21 PD-22 PD-23 PD-24 PD-25 0� O ,a� flofl ono • �� ODD DDT DUD a o PD-35 PD-36 PD-37 PD 38 PD-39 PD-40 13 15®a fl U ll an 013 101 d QD NO DD FLUSH a -PANEL CRDSSBUOK 110 ❑ 12-PANEL 4-PANEL 5-PANOl 5-PANEL EYEBR13V u/S C RO L L EYEwav V/SCROLL SL-69C SL-25 SL-55 SL-300 SL-40 SL-9DA D� El 00 DD DD PD-9 PD-ID PD-11 PD-12 PD-13 170 Uq 5-PANEL 5-PANEL FYEBROV SL-903 SL-90C SL-300 SL-30C SL-70 SL-80 AA�D .❑oPD-14 PD-17 � ow 3 � �a z O U �H PD-31 PD-32 PO-33 PD-34 31-1029-EW-1 SHEET 6 OF 6 R[YISBI IEIUR 0. %. MI DADE 'NIIAhII-DADS COUNTY, FLORIDA METRO -DADS FL:AGLER BU1LD.I,NG PRODUCT CONTROL NOTICE Or ACCEPTANCE Prelndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of BUILDING CODE CONIPLIAItCE OFFICE MM'RO-DAI)r FLAGLhR J)UII.I)1NCi 14.0 Sv1iS•r ri.Acimat S'17tI:l: C, SUfI'Ii iG(7,; MIAM1, 1'I.0IZII)A 33) 30-I (303);73-2901 I"AX (305) 37S-29uS C:UYI'lLIC'1'Ult LIc:1•:•\SiNr tiJ�.C'nr)� (3US)S7S•2$371'r1.X(.IUS)17i.�55\ C:U.1-J'IUIt "rUJt FN! UItC:I:\II.'\ r In t'1 )o (3U5)371-2'JGG J',l.\"(.tUS)a75-_yU� IIHOD :Cr (:C)STIZ01. 01".IS10N (305) 375.27U2 I'A.N (.1U5) 372.63,1-) Entergy 6-8 S-NNI/E Outswing Opaque Single W%sidelites Residenti:11 Ins,11;lted Steel Door under Chapter S of the Code of Miami -Dade County governin" thin use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below, BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant ibr quality control testing. if this product or material fails to perform in the approved manner, BCCO- fimy revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material• fails to meet the requirements of the South Florida 'Building Code, The expense of such testinn will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul tcoangucz Chicf Product Control Division THIS VS THE CO'ERSIIEET SEE ADDIT'i MA1, PACES FO1Z SPECIFICAND GENERAL, CONDITIONS i3UILDING CODE S PRODUCT REVIFNN' CO.%IN1ITTEE 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 lviiami-Dade County, Florida under the conditions set forth above, -k [PROVED: 06JOS12001 Francisco, Quintana, R.A, Director Miami -Dads; Count`, 13uilding Codc; Compliance; Offce Ns0450001Npc200011templateslnouce acceptanre cover page.dot In tcrnct rnnil atltlress; ltettitnrester-ri�`lluilt]in�cutictlnlinc.com �i IJnnahn:�nn� Itiln•!!n•.,., i...:,.r:.,..-...r......r... _ _..... Premdor Entry Systems ACCEPTANCE No.: -0I-03I4.21 APPROVED JUN 0 9 SPIRES Aril 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of of Ac-ccplancc, designed to comply with the South Florida Building Coder (SFBC), 994t Edition efor M ami-Dadc County, for the locations ,vhcre the pressure requirements, as determined by SFBC Chapter 2'), do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Single Residential. Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-I020-EW-0, Sheets I through 6 of 6, tilled "Premdor (Enter y Brand) Wood Edgc Single Door with Sidelitcs in a Wood- Frames will, Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ; of Acceptance number and approval date by the Miami -Dade County Product Control Division. Thcsc documents shall hereinafter be referred to as the approved drawings. 3. LIA11TATIONS 3.1 This approval applies to single unit applications ofsinglc door only, as shown in approved drawings. 4. INSTALLATION -4.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 systcni. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the mnnufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved", 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Noticc of Acccptancc, clearly marked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Buildin; Official or the South Florida 'Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manuel Pcrez, P.E. Product Con col •xamincr 2 Product Control Division Preriidor Entry Systems ACCEPTANCE No.: OI-0314:21 APPROVED JUN 0 ff;� EXPIRES — ADril 02 2006 NQTICE OF ACCEPTANCE: STANDARD CO,NDITIOI IS 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 are no older than eight (8) years. documents, 2 Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Cade affecting the evaluation of thi product and the product is not in compliance with the code changes. s 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 acccptancc, 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, a`�.d/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing ofa revision application with appropriate fcc) and granted by this off -I cc. 5. Any of th'c following shall also be grounds for removal of this Acccptancc a. Unsatisfactory performance of this product or process. b. Misuse -of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acccptancc is displayed, then it shall be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. �. Failure to comply with any section of this Acceptance shall be cause for teribination and rernoval of Acccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this fast page 3. END OFTHIS HIS ACCEPT NCE Manuel ercz, P.E., Product Co tro Examiner Produc "ntrol Division 3' 4' MAX 15• 'MAY OL 15' OIC. 15' MAX O.C. A 13' MAX rKLM1JUK (EN I t HU Y EHAND) WUOD EDGE SINGLE DOOR WITH SIDELITES IN WOOD TRAME' WITH BUMPER .THRESHOLD (OUTSWING) DO' MAX 4' MAX MAX 3' MAX — 4' MAX — MAX 3' MAX 3' MAX 'MAX T. ta• 3' MAX 7' HnX 4' MAX 41 B IA6' MAX rurA r' TOP DF DDDR 3 yX. TO 4 LOCR ptI1D1[t1 KVIXSET aCADI10LT MODCL 660 smrl T I • ; MODEL 12200•' aI:AOroL MAX. DLO r'r 1-5 I/2- KYIKSCT 1 '' ,••� DR �MANLBI 3 3AVm? lamas MDarL too —I/J_ X DTE 15 VS A CIO 11/16' 13, MAX O.C. lA IS' �-�-�4 MAX\•. ) A• I 6' AX MX�MAX L...�14' IS'. .MAX MAX MA T I5" ' --4' • 4' MAX —3- MAX 3' nAX MAX MAX NOTES. 3' MAX .> WOOD BUCKS BY OTHERS, MUST DE ANCHORED4' MAX MAX 4- MAX 3' MAX F"4 � MAX • ROPERLY TO TRANSFER LOADS To THE STRUCTIRE. T THE PRECEDING DRAVINDS ARC INTENDED TO 8 N8 x 1 3/4' F.H.W.$ UALIFY THE FOLLOVINO INSTALLATIONS PER SIDE FROM WOOD FRAME CONSTRUCTION WHERE DOOR YSTCM IS ANCHORED TO A MINIMUM 7VD BY VOOp L/ v JAMB INTO THRESHOLD DENIM MASONRY OR CONCRETE CONSTRUCTION WHERE RH. OUTSVING LA OUTSVING )OR SYSTCM IS ANCHORED TO A MINIMUM TWO BY rRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE IOR SYSTEM IS ANCHORED DIRECTLY i0 CDHCRCTE ' HAS V TH OR V17HOUT A NON-STRUCTURAL E ,BY VDOD K VAfCCR R6ILIRATIQt WIRrKRf D NEEDCp j Vr(RC VA R IIR'I``fRAf10M RE , RE/iM 15 Npl M[CDCD ALL ANCHORING SCREWS TO BE RID WITH + ♦ APPAOVED AS COMOLYIKC RT IV.;,x NIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATC 3/16' PFH TAPCONS 'VIrM 1 1/2' HINIMUM EMBEDMENT f0 OUILDIITOCOCIE 0.T^ 1(Jfj MASONRY. ■ IMIS DULL BE INSIALLCII ONLY AT LDCAtIDNS PRDIECIED IT A CANOPY DR UNIT MUST BC INSTALLED WITH 'MIAMI-DADC CDUNIT OYERWX SLA3i THAI TIC ANGLE 1CWUM IK EDGC Dt• CAPVT OR DVERIV4 PROVED' By ' SHUtTERS ID SILL IS LESS IMAN 45 MCEES, uNIESS INIf IS IMSIALL[D IN INREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ION•W1NTABLE AREAS VHCRE INC UNIT AND INC AREA ARE LL11 IED' IO PADOU TC CYAOLCI'.95;at CDIJPLwV-e D DOOR, THREC STAPLES PER JAMB INTO BASE ON SIDELITES, ACCEPT VAICR INt0.IRAI[OK I3UILDW COD: COMPLIANCECPF;a LATEX SEALANT TO BE APPLIED AT SIDE BT SIDE AUC2tPThfCODZE OI- ti 1BS AND SIDELITCS. DCD)R/SIDELITE HEADER, DO[RLSIDCLITE JANBS, AND SIDELfTr BASE HERS ARE COPCD AND BUTT JOINED. m, IRS SHALL BE PRE -PAINTED. WITH A VATCR-BASED EPDX7 NIAT T ^•• 81TWE PRIMER 'RAPES IAN TACRTLICSLATEX SHALL BEAPRE-PANTCDDWITH VATERI -BASED/ Y' Y ER•RCDUCIBLC WHITE PRIMER WITH A DRY FILM THICKNESS OF DD TO I? NIL oLttrDa� I 3i-1O20`EW"� am SHEET 1 0. S ma war .nNO GLAZING DETAIL 112` LASS BITE ➢ CLASS ism OTHER CONFIGURATIONS _ �iifit_�aarruf I r I-1020-EW-13 MT. 2 OC 6 �� C 3/4' 6 80 11/16' ' MAX EXTERIOR 79 5/16' MAX 1 3/4' tia 8 - 4 9/16' SECTION B-B 1 1/4' INTERIOR 1 1/4' WOOD HEAD JAMB . "Ulii N. COIIt1E1I!$ COW RE1101 VEATHERSIRIP EW-12 11/4' X 4 9/16' NiL. 10 DE PINE 0R QVIVALU+t V000 STRIKE JAHB . 4 -IVN BRAN X < ALUHINLd4-DER TFBIESHULp EV-13ENUOR -4p, 1/4' X 4 9/16' NFL, TO BE PINE UR EOUiVAI LENT TOP CHANNEL EV-DSRENDOR BRAND OR EOUIVALEHT - BRAND - 1 1/4' x 4 9/16, STEEL11l/16' - 20 GA STEEL n Cal -lpl -.BIB) Y F lol Mints rtt [®ti BH BG B BASF FflA11 - DENSI f T 2.0 IO BOTTIFI CHANNEL VQQD LOCK DLQCK EV-04 25 lbs /F t' PRENfHR BRAND -20 GII SFECL C TDIYC CT-, r EW-OB 4' X 9 1/2' HIL rn -. LOCK PREP FILLER P 4'x4' HINGE VUOD HINGE JAND 010 x 3/4 FF.H.VS. BIO X 2' FRW.S. t -- YIIfU 1/I I fMtg6 VlNMIUI 1 U SiDEIlTE WOOD STILE 10 x 2- FJiWS. LOCKSET 910 x 1 3/4- FJtVS. VOUD SIDELITE JAH 22' X 64' SINGLE PANEL GLASS SIDELITE TRIM (WIinm ' WOOD SIDELITE BASE POLYPROPYLENE LITE FRAHE 06 X 1 1/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE 4995 I.Pl tt BEI, fGIC [li�l5�6 UIEiS l d, Sll an. fit ) APPNiCiuTi.CS CC�tYRdT YdA/ t)tE -- . Ba„Hp�Ty{p®� R Pa p),ly� 9D olanrxttxxre�� PIl ACCEPL%KE 110, 0) -03/ V. Z t ` - um- !HICK- NiL. TO BE POLYETHYLE V-f HALER BRAND HINGE OR EOUIVAL[hr - I t/4' X 4 9/16' HiL TO �� iN,CK (SiEI 1 1 SCREWS 9 PK.IN EOUIVALENf PER HIIt1E INIU BEAR SEREVS 0P "AAx i4i= IN t11EREAFIER EACH SIWUiE JMB ►110 SIIEUIE. 4- ItTtrN FRM 0L RETE( t0 ELEVA.IUJ VIEW, FiiI I OF SEREVS BSEI tIXLOCAtlM EV W I5/16' X 1 11/16' NrL iU !L PINE OR EQUIVALENT (2) SCREWS Ar EACH STRIKE PLATE KVIKSEi BRAND 200 L ) scwvs t UR HARD BRAND.100 LOCK MAX ID' OE i TE B INtO SiICUIC B B r 11 toRom B' ILL vs i TERSIRIXE JMB WTB SIBELItE JMB, 4' tpyN fRpt 1 4) SCREWS tHR(upl EACH tUng INIn M .iBII MKL� 1/4' -X 4 9/16- NTL. FO HE PINE (pt ^..,,3�H _ll�r RpPTt ` EOUIVLCNF r a ri r•�_ _ - -t64 YTb x-- 1 MTL. TO BE -YP►'oPYtene by ODL - -- PER F= IB IMP 14BE 11[Is eY1 B In+c lw4 , m I EM EM, IN r BE IIU f tER tISEI rH htlols all L 1020-EW-0 SHEET 3 OF 6 WVIM LEIIEI D I/4' SHIM MAX VTERIOR I 79M""' AX 80 11/16' I MAX 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE "GLAZING DETAIL' DRAWING H31-1020-EW-O SHEET 2 OF 6 DOW SILICONE 4995 w�rvv[t,1a c.%xF!rnec �w�N � so„TMfy�� . . ICI . .c-,'t_JLJI \ l-,ur vl iUUI\I I ( IUJ V J. 1 4' x+%J r� VAT" n� MAX Li E ''" ' T yt„aa �fl! L �fT(450f� U t 1 R I '""« cam coawew oFF E PiJi3�im 667W 4- x 31-102 -E W-E fj SHEET 5 w 6 R6ym lm6R U ► I IL« -uuuK r MLL ( YLES- 36° [—MAX i '9 /16" 013 ciaoDuo M0 0coucia Dou auu BLANK iU' 6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PANEL 4-PANEL OTHER SIDELITE STYLES 30p El(� -1r—MAX 79M a a SL-10 SL-29 n-30 SL-60 n-50 n-SOB n-69A n-691 oa as as QG as as . as oa as as Ps-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8 1.9 Huflu 11 # A PO f8 PO-19 PO-20 PO-21 PD-22 PO-23 PO-24 0 0 10 aaa aQn oua PO-35 PI-36 PD-31 _ PO-38 PO-39 PD-49 PO-11 o© ICI a a QI�II O d o© a 101 qa FLUSH 8-PANEL CH03SBUCK 12-PANEL 4-PAp� EYEBROV 11 a n-69C n-25 SL-55 n-39D SL-40 on as as oa PO-9 PD-10 PO -II Po-fz 1� lil iii Ii1 �fr:�� I PO-42 PO-43 PB-43q PD-430 D0 a� Da • �� QU [ID Q !7❑ V 5-PANEL SES5-P L PV E Sl-9DA n-908 SL-90C SL-308 f n-30[ n-10 SL-w as as n ❑o PD-13 PO-14 PD-15 PI-16 • PO-p . � A Im u uc�0 m[ PD-30 PD-31 PD-32 P9-33 PO-34 " m �KtMUOR EN YS M-- nni 31-10—EW—� SHEET 6 OF 6 N rn 0 W3ync WINDL DAD SPErCIRCA TI0/V 0108 ]Balton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL 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). 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 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STRb.,CURE AND IN ACCORDANCE. 01 TH, P fZR N T BUILDING COPES-'-F0FJj T. CpADS o...,'. LISTED ON :rM'S .DI�AWIG�� •.� ^ .. t1 fir. : r. + '•i ' Approved: ;; -ws. Wilaon. A:E j 13gs Aoc4s6N oR: PENxSICQLk;R. ;2514'= r. FL ORIDA'FfRT1F1Fi11i3N N0': 0048489'i`>" '•! GEOR0 FTJFlG ON NO.'Oj8519:1� NORiN• .WtplJtyA ,�EP.IIRCAIIQN• N(1,`b�3835 Date: 13 GA HORIZ ANGLE t 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT do (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16xI-5/8" LAG SCREW AT EACH JB—US BRACKET .054" VERT TRACK 1/4-2Ox9/16" TRACK BOLT do 1/4-20 HEX NUT AT EACH JB—US BRACKET APPROVED SIZES: 9'-0" MAX WOTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" .s 0 1_ :.; r -� N . 1 . OPTION CODE.• p.7'08 - REV.. P WM 9 ' x 14 ' MA X 4 4 PSF 1 OF 4 I r TRA CIf END HINGE TOP BRA CKET REOUIREMEN TS 1/4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH Al TWO ALICNING HOL TOP BRACKET (P/N 108077) (C .]) 1/Y-LVJIJIQ TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE 00 —' —• _. (4) 1/4-2Ox5/8" SELF -THREADING SCREWS (P/N 100320) 1/4-20x5/8" SCREWS END HINGES 0. 20 GA L. BAR WIDE BODY HINGE (P/N SEE BILL .'` OF MAT'L) LH NO MACE r NYLD 'k0LLER /• (P/N 70791) BOTT BRACKET (P/ H-2.70 54 & LH-210A,5) (3 f .! /4-2x7/8" }.ITEK CREWS *(P/N 1005071 Approved: RH END HINGE W.S. Wilson, PZ 3395 ADDISON OR, PENSACOLA, FL 32514 FLORIDA CERTIFICATION No. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION 140. 023836 Do te: 3 - 5-- o ( OP noN co©E.• 0108 REV.'. P (20 GA CENTER 16 GA END STILES STILES) WM 9' x 14' MAX 44 PSF 2 OF 4 U-BAf, L OCA l/ONS 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'—Y HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN f 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:, f A:;:}. �p 3395 AQD+$�Ad'OR PEt10S'LCda25.l.is FLORIOA;MTIFlCATION NO.004848'jr�,' CEOFMA CERTIE7C'/JlTIpN -N00m851'i POJjTH',Lr+RpUNA CERThCATION NO:p13ti Date: '3.+ r'�.', �t� c'�,`:• o UD e o OPTION CODE•..:r �Oi t�8� REV. P WM 9 ' x 14 ' MA 44 _ j OF 4 Wind Load Test Report Report 1# 0108P February 1, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 5 8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic: is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and -he 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 l%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWTNG NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: 1. Waynelviark Model 8000, 90, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'A4Wdm-:QAl8(Q127). APPROVEDOPT3bN J 4. Based on o(hertes or al' 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: fie, (/ r' 5 F3GE COUNT' UILDIN'G DIVISION W.S3395 Addison Dr., pArTsacol�a FC P. Florida 6erk*.Na..0D'� ; U�3$.4$� ':'' Y `a,�7 5 L, A r- (S,( Georgia CertNb,��JtKS(•9-''` t r'• - J North Carolina Cyrr Nd. 08 �4� (7,. A. cD rn (V d) z �a a Wayne 13alton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OA0 SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX MOTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF 13 GA HORIZ ANGLE NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE .067" HORIZ TRACK TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/16"- TRACK BOLT & (2) 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX NUT INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/SCREWsAT8 EACH OVERLAP TOP AND BOTH ENDS OF JB—US BRACKET PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES, 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/32",; HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB—T BRACKET ATTACHMENT A YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1/4"-2Ox9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB—US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JB-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP B. LOCK OR OPERATOR IS SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR"TH.E LOADS LISTED ON THIS-DR`AW1Nte-q,..1. E (I) JB—US BRACKET LOCATED AT EACH ROVER LOCATION Approved: 1If ,� " ^' EXCEPT TOP BRACKET ROLLER 3385 'AD �Qypit: P �A�p FL `32514 Ci't±Ti➢tCA1��NCtJ (P/N 125139). Fk`+�ft10A Ob��99 � ��"i; _ . GMRCi4 LibiTif cAllON 'rt 1: 018519 NqrK,oOuvt ffR RCATION NO. 0 38tjr ;' Date: zrYl � Fw :r:�ft, c" 'tl �•:1 VIM oPrronr Cdd`:1,Dll`,; Y�REV.• P1 WM 16' x 14' MAX, f27 -29 PSF 1 D.F. 4 2 TRACK END HINGE TOP BRACKET REJUIREMEV 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) � QAR L ROW BODYf �',► (4) 1 SELF—THREADING SCREWS % .'/ (2) 1 2" NYLON ROLLER W/ 4 1/2" STEM SCREWS TEK SCREWS ALL / END HINGES Q (P/N) 108135 1 Y 0 � 1 WIDE BODY \ ;'7/16" PUSH NUT AT EACH HINGE (P/N SEE } f TROLLER (P/N 243341) BILL OF MAT'L) �- LOCATED .25 MAX BETWEEN j. PUSHNUTS AND BRACKETS 3" 20 GA Iw'. OR HINGES U—BAR LH;E HIN RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) o • all-oApproved:w.s, Wilson, P.I:5 ADDISON DR..CO • PENSA" FL 32514 FLORIDA CERTIFICATION NO. 004 M9GEORCIA CERTIFICA110N NO. 018519F1CNORTH CAROLINA cmnA11oN NO. 023836 � Dote: -1 /2- BOTTOM BRACKET (P/N RH-270354 & LH-270355) i tll�illl, I 20 GA CENTER STILES 16 GA END STILES OPI-70N CODE- 0710 1 REV.' P1 I WM 76' x 14' MAX, f27 -29 PSF I 2 OF 4 U-BAR L OCA PONS 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 0 t 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 3XISADISON DFL-:- ;4 1c-1 i`32$Iir'.. s ED :rCFsORG1A.C��f��!}•I�S. f NORiy�CAROL JWr ` f E1CA0TIFNfKr W06 Date_ ��-.,2.�-0( �v .�'� ` ppp 4di' ' ARP,, pr.�v �ti ppo or r�A p' co OPTION C'b�d�F�'p�1'(�,;� `',REV PI WA�1 16' x 14 MAX, f27 -29 PSF v3 OF 4 . CENTER 5 TIL E - & IN TE -R1 WE DIA - TE HINGE L 0 CA T1 ONS ---------- b',§Nm=mmmmmmvAl lilmll 14' 12' 10' 16, f Approved: 9-�`� ORANGE COUNTY BUJWP,iA"- nov W-1 vilwn, P.F- -1395 ADOISON OR., PENSIMA, FL 32514 FLOR10A CERTIFICATION NO. 0048489 GEOMA CERTIFICATION 80. 018519 NORTH woum conFr-ATiON NO. 023836 Date: ?-Z,9 —0( OPTION CODE-.- 0110 1 REV- PI I WU 16' x 74' MAX, 4-27 -29 PSFJ 4 OF 4 Wind Load Test Report Report # 0110P 1 TEST REOUIRSMENT; 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, PensacofiiN• L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" duck 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: February22, 2001. Temp 71° F. .PRODUCT DESCRIPTION,• 1. WayneMark Model 8000, 160, 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. 8, .067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAMAPJTY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have jess loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop a� ci Ans�vety,.,GA18(Q127). Al'PROYEI?�P') Ib t F, r S� 1 j4 Based on o_ er tas b u'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ( T, 7 Name: �' == O R G� W.S. Wilson,' E. Z 3395 Add-ison.f3r„'P`i�tcola y� , 15 f4 Florida Cert N&e,I�tf �8 : i��r' l C�aiiwt 6 ti-ry j.m.a Tr Q 0 Georeia Cert•No. 8Y8' r Ll • ul Wagno Balton MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0109 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX 'MOTH x 14'-0" MAX HEIGH RAISED PANEL SCC # _ MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF N07ES MASTER PLAN — 1. GLASS DISCLAIMER "NO 13 GA HORIZ ANGLE CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM .054" HORIZ TRACK-,�•� I I THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. ILli (2) 1/4-20x9/16"3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES, 4. U—BAR TO HAVE A MINIMUM YIELD ° OF 80 KS1 A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD DRILL .281 OR 9/32"o OF 33 KSI A653 G-40 HOLE IN TRACK FOR J8—US BRACKET i 6. 26 GA DOOR FACER STEEL TO ATTACHMENT HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM (1) J8—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN THE END EXCEPT TOP BRACKET ROLLER ° PANELS OF THE .BOTTOM SECTION. (P/N 125139). S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING I STRUCTURAL ELEMENTS SHALL BE THE ! RESPONS181LITY OF THE PROFESSIONAL ! OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH 5/t6xt-5/e" CURRENT BUILDING CODES FOR THE LAG SCREW i LOADS LISTED ON THIS DRAWING. AT EACH J8—US ° BRACKET e co 04 M N .054" VERT TRACK Z 1/4-2Ox9/16" TRACK ' BOLT & 1/4-20 HEX Approved: NUT AT EACH JB—US BRACKET • W.S. Wilson, P,E. • 3395 AOOISON OR,, P64SACOLA FL 32514 FLORIOA CERTIMAflON NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION N0. 023836 Date: Y—z 9 OP RON CODE` 010(6 REV• P1 WM 9' x 14' MAX 44 PSF 1 OF 4 TRACK( END HINGE; TOP BRA Cf(ET REQUIREMENTS 1/4-20x9/16" TRACK ° BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) • (5) 1 /4-2Ox5/8" TEK SCREWS (P/N 141668) �-• 14 GA WIDE BODY HINGE -- (4) 1/4-204/8" SELF —THREADING SCREWS (P/N 100320) SCc # MA _ I i � I (2) 1/4-2Ox5/8" TEK SCREWS 4 ALL END HINGES 9. _3" 20 CA °0• U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT•L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET (P/N RH-270354 & LH-270355) �. IN TEK SCREWS (P/N 100507 Approved: w.S• wamn, PE 3395 ADOMN OR, PENSACOtA, Fl, 3M14 FLORIDA CERt MAMON NO. 0048489 GEORGIA CER11FICAIION NO. 018519 NORTH CAROUNA CER WICATION N0. M=5 Date: 4:: 16 GA ENO STILES %cv yr _CNTER STILES) OPT/ON CODE.' 0108 1 REV' Pi ( WM 9' x 14 " MAX 44 PSF 2 OF 4 U-BAR L OCA TIOVS �2 ml 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 Sr. O;L- O w3` I 5'-0."l'iRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: M95 ADDISON OIL. PENSACOL& FL 32514 FLORIDA CEIMMATION NO. 004SM9 GEORGIA CERWCAIMN NO. 018519 NORTH MOLINA CERT1FiCATION NO. 0=8 Date: `j- Z g , of OPTION CODE.- 0108 1 REV- P1 I WM 9' x 14' MAX 44 PSF 3 OF 4 Wind Load Test Report Report # 0108P 1 February 1, 2001 •'''EST REO FMENT• to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE- Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to -10 or 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 TESTDATE. January 25, 2001. Temp 64° F. 0(ODUCT WayneM rkDESCRIPTION: Mod PTION Soo 1. WayneMark Model 8000, 9x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. �� PLAN3. Standard bottom astragal and retainer. MA 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. WI'_ SSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _ APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GAI8(Q127). APPROVED OPTIONS •Based on other tests a uivC ale t. AIuminum Louvers and Styrene Window Frame Assembly per test number 020501. lme. W.S. Wilson, P.E. 9—•28•01 3395 Addison Dr.,.Pensacola, FL 32514 -_ Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 • 7w Lo rn CN c L wagne Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: IyINDL OAD SPECIFICATION 0110 WAYNEMARK 8000 & 8100 APPROVED SIZES: RAISED PANEL 16'-0" MAX WIOTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # O� . � , MAXIMUM SECTION WIDTH 21" NFG. 79 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson. P.E. 3395 A001SON DR.. PENSACOLA. FL 32514 FLORIOA CERTIFICATION NO. 0048442 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023838 Date: !'-ZB-oI 067" HORIZ 1 (2) 1/4"-20x5 TRACK 80LT d 1/4"-20 HEX 5/16"xl —5/8" l SCREW AT EA J8—US BRACM DRILL .281 OR 9/3: HOLE IN TRACK F J8—US BRACN A TTACHM E 1 /4"-20x9/16" TRACK SOLT & 1/4"-20 HEX NUT AT EACH JB—US BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT TC SECTIOI 067" VERT TRA (1) JIB —US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLS (P/N 125135 OPTION CODE.' 0170 1 REV. P 1 I WM 16 " x 14 , MAX, +27 -29 PSF I 1 OF 4 TRACE END HINGE TOP BRACKET REQUIREMENTS SCC # MASTER PLAN 1/4"-204/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (51 1/4"-20xg; / TEK SCREWS (P/N 141668) NARROW BODY HINGE I C I ti (4) 1/4"-20x5/8" SELF —THREADING SCREWS / a \ (2) 1/4"-20x5/8" 2" NYLON ROLLER W/ 4 1/2" STEM / Q TEK SCREWS ALL / END HINGES (P/N) 108135 o WIDE BODY \ 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH END HINGF RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved: WS. w0'=n, P.E 3395 AD015ON DR„ PHNS =L& Ft 32514 FLORIDA CERTIFCA11oN No. oo4a4a9 sa GEORGU CERMCATION NO, 018519 NORTH CAROUNA CERTiF1G1110N No. 0=5 Date: Q'-2 8 - a r -. 11 BOTTOM BRACKET (P/N RH-270354 & LH-270355) mfiujl� L 20 GA CENTER STILES 16 GA END STILES OP71ON CODE 0110 1 REV.' P1 I WM 16' x 14' MAX, f27 -29 PSF 2 OF 4 U-BAR L OCA %IONS 0 J 23 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 SCc # .��_ed MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS- WHOW-4 P.E 3395 AD0450N OR.. PeWMLA. FL 32914 RDRIBA CUMFICATION. N0. 004M CEOR0IA CFRl1 0710N NO. 018519 MOM CAROUNA CSMFM'n0N NO. 023838 Date: 4 -za. air OPRON CODE.• 0110 1 REV P1 I WM 76' x 14' MAX, +27 -29 PSF 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS C jJJASTER PLAN 14' 12' 10' — :z MIN Approved: 3395 ADDISON DR„ PeGkCOU, FL 325I4 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTiFlC.1noN N0. 01E819 NORTH CAROUNA CERTIFICATION NO. 023US Date: OPTION CODE- 0110 1 REV- P1 I WM 16' x 14' MAX, f27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 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 0 TEST DATE: February22, 2001. Temp 71° F. 'R9DUCT DESCRIPTION: S C C it C7Z — oo 6 1. WayneMark Model 8000, 160, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LAN 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 TB -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 othervise 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 oner tes b ' uival . Ahuninum Louvers and Styrene Window Frame Assembly per test number 020501. 1Jame: < W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georzia Cert No. 018519 PLOT PLAN for. MARONDA HOMES, INC. DESCRIPTION: LOT 35, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK G 1 PAGE(S) 7G thru 76 PUBLIC RECORDS of SEMINOLE COUNTY, FLORIDA aIl a 7.9 15' 30' GRARIIC SCALE RADIUS POINT LOT 3G c:: • hoj�, Cl TRACT "E' y CONSERVATION AREA scb 504009'21 "W GO.17' O 1C D.E:•� CONCRETE 6.0• FAno 10.a 10.0• 40.00' MODEL: CHE5APEAKE'K' (3-2) BLOCK Il $ FINISHED FLOOR u ELEVATION- 46.97 I ?� DRAINAGE TYPE: ' B' b 0 16 to CONCREW' DRIVE F` 11 I Ca DUILDING� LINE 500011'4G"E 70.81' %z \Tt vo LOT 34 tee' c 1 R-50.00' A-23°04'2G" ARC-20.14' CH.-20.00' CH.BRG.- N54° I G340E M f NOTES: FLOOD CERnFlCATION 1. BEARINGS ARE BASED ON THE NORTHERLY BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS LINE OF LOT 35 BEING SB999'11'W. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP., THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN:iT GN DOW 47"! 1lTTT" ODE; 7 3' PLANS FOR THE PROJECT. lit TDD YCAR FLWl; J. BUILDING TIES ARE TO FOUNDATION SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED CDATIITIJNFTY PAFTEI ND 120M 0046 E BUILDING LINE: 60. IN THE FIELD. EFF'EC17VE DATE: APRIL 17. 1995. THIS 1S NOT A SURVEY. MAP REVISION DATE: LOT 35 CONTAINS (SUBJECT TO CHANGE) 10.315 SQUARE FEET/0.237 ACRES +/- THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK UNES AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA T10NS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE QR-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG- ORD BEARING S.d:U.E.-SIDEWALK & UTILITY EASEMENT D.U.d:S.E.-DRAINAGE. UTILITY & CENTERLINE A/C -AIR CONDITIONER PAD aDEL TA �CCENTRAL ANGLE) D.&U.E.-DRAINAGE d UTILITY EASEMENT SIDEWALK EASEMENT e7+A VONE INC. THIS SURVEY NOT VALID UNLESS EMBOSSED TURF AND YORRAISEDSEAL OF "FL THE LICENSED A FL DA LICENSED SUR'YEYOR AHD MAPPER f�• • -""�� • REVISION DATE LAND SURVEYM AND IAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9060 FAX Na (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.507J PLOT PLAN 5 15 OOJ LOT by NEIL CADD FILE: CROWNCOL35.DWG W.0.2003-G230 r Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO3501 35 107 DOMINION CT ORLN-CRC CHEK3 LEFT Fax (407) 321-3913 FL PE # 50068, CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing FReviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 10-9-02 Roof Loads - VT 4-11-01 U 10-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 10-9-02 A 10-9-02 W 10-9-02 / B 10-9-02 W1 10-9-02 61 10-9-02 Y 10-9-02 Total 33.0 psf C 10-9-02 Z 10-9-02 C1 10-9-02 {„/' 21 10-9-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 10-9-02 Z2 10-9-02 E 10-9-02 Z3 10-9-02 F 10-9-02 Z4 10-9-02 G 10-9-02 H 10-9-02 I 10-9-02 J 10-9-02 y+' J 1 10-9-02 J3 10-9-02 400-' K 10-9-02 K 1 10-9-02 K2 10-9-02 K3 10-9-02 K5 10-9-02 L 10-9-02 L 1 10-9-02 L2 10-9-02 L3 10-9-02 M 10-9-02 INV # DESC QNTY DATE: JUN � � 2003 N 10-9-02 18331 EHUH26 O 10-9-02 18330 EHUH28 P 10-9-02 18360 18361 SKH26R SKH26L 2 2 Q 10-9-02 R 10-9-02 18363 JUS26 16 S 10-9-02 18370 18336 THJ26 EHUH28-2 2 3 SEAT PLATES 138 40-0 28 \ V C! 'O �E lim Z 110 ilCL C7~ ii j I I U T I 41 T_ I IR I ! US2 HAN ERS.. R I I— (2) SKH26 HANGERS \ B(� SKH2 HANGERS I I 12 �\ VOLUME CEILING E 4 6 %' 6 - FLL - G \ ODD/SPACE �I ,\ ODD SPACE d: F _ ---- f- 12 8'-O/CEILING I g \ E4�CIL vt s I i 1 VTW B1- 3PLY /'Ars i—ERUR28=2 HANGER —a ; — I J3 whu I / F� �HUH26 2 HANKER - — - �_- K CEILING. 1 � I I�' I 8-0 CEILING `� _— KNEEWALL K1 � TO 11 0" \ / KNEEWALL2HANG R - a . T011 0 / ICI \ II I VOLUME CEILING 12 Z4 I, N� - --STRUCTURAL I I tIJ N N K5 SCISSOR GABLE FIELD FRAME T n i I THJ26 HANG \ THJ26 HANGER Z� I i 1' I Z, j JOB NUMBER: CHEK3-- -- - - ------ - 161 -- _— 474 -- I I ! CUSTOMER REVERSED - JOB NAME CHESAPEAKE K I II BY E -4 DRAWN I : tly DATE, 2 i I !1 I! 12 I2IPITCH: I PITC & 4112 O.H.: 1-a _4.__. I li IL BEARING: B LOADI _, ry 20-0 ---- 1� —I_ 6-8 _ 13.4 u 3 Z003 1 -=i HI B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES is the resoonsibflltvofthe installer(builder bufidingcontractor licensed contractor, ectororerection contractor) to oroogrjvrecefve unload store handlo install anrd acg metal olate connected wood trusses to protect litA and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architects or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised upon the collective experience of leading technical personnel in the wood . F#', � u o o =`� n_a in7777 �.. �,3�,h��l lj�.o k=��, k u ��;4��j �;f'•'�� ,6i .n F� �r9,r � .�. 3.y..>t i�. '.� , .-r",�^i'.�' y .^•. `rc^{,. ^r-^t-- 'rcyi f"7 rr °::! TRUSS PLATE INSTITUTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 63719 (608)833-6900 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 bybuilding 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, TORAGE i 60° 60* Or or lees or less a Tag�TApproxirnately Approximately Tag Lineruss length 1/2 truss length Line Truss spans less than 30'. Llitil the Spreader Bar anal sling To: In Toe in letc- Less than or equal to 60' Spreader Bar Toe In Less man or equal to 60' Strongback/ SpreaderBar Tag Une Strongback/ SpreaderBar Plan r Blocking I Ground Brace Vertical. (GBV) TYPleal horizontal tie member with multiple stakes (H'r) "runs of bra, cup of trusee (HB) Frame 2 U Over 60, -- SI )F - Douglas Fir -Larch -IF - Hem -Fir Continuous Top Chord Lateral Brace —� Required—� 10" or Greater Attachment Required SP • Southern Pine SPF - Sprucb.Pine-Fir Frame 3 i��SC�ISS�R3 TR1 ,s p p i i4N+ i SPAN Ian.�11 MU CHACING�'(LB W I I1 r I 1 h1 EALB C TOP CO QIA<30N C 5aF!xCING�` pB SPFHF-'- Up to 24' 3/12 8' 17 12 Over 24'- 42' 3/12 7' 10 6 Over 42' - 54' 3 12 g' g ur - uougias eir-i-arcn 5P • Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that ere Is terelly braced can buckle togetherand eauaa collapse it there Is no dingo. nnlbracing. Diagonal bracing Should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. .'MONO TRUSS, PLUMB i I I Truss Depth i D(in) 1 i I Lesser of D/50 or 2" PK Aaximum Aisplacement Plumb Line 4 ,^ >.\ 0g �ry G' tia , \ 12 —13 or greater \ "4 1\ All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace —� Required t 10' or Greater Attachment Required —i Will..71•iiS1.1 1 _ .'..1 �,">'�5 j d a,:,dL1�w , nr 'q,yltJ�x yx �qr"�v. y„' n 4 ?'' ' �.`r❑,t� aY 1 �1`'$,+.�qnYb'py.,�..i{��j!R,'� r� N�� >q?,<��i�atx.y. 5 .s.45 ..ritit:: :.3-a.1F.L',l:�+l'✓,,: .A\ .� (PJSTLp►TI�N TOLERANCES M,.r�,6ll:rda.i w�<IG'I SvRiM1 Eti"..,'^ MxY U11'W'",Wi•YI NI D(inj 24" 12" 36" 3/4"' 3' 48" 4' 72" 1.1/2" 6' 64" 1-3 4" 96" ":11' g' 108" 2" 9' 1 T may" i T L(in) '„ n11It wxi.dl lW t I q, I q,: 1 4 ' 150" 3/4" 12.5' BOW Length L(in) Lesser of L/200 or 2" L(in) Lesser of L/200 or 2" lq 200" 1 " 16.7' 250" 1-1/4' 20.8' 300" 1-1 /2" 25.0' MAROA'DA SrsTEMS 4005 Maronda Way Sanfort4 FL 32771 (407) 381.0064 Far (407) 321.3318 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley ;trusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. 5;Ii iwely Tom s Ponce, P.E. Date: 3) 5� p 3 DESIGN INWRMATION Ihis dcsiga is for an Indlvid,W L did, rg eompoaent sad Ins been I—ed on bloc-=Uan P,o"td d by It— drenL. 17sc dafgr d7scia,o_ arty respoastb0lty for damage es a ttsolt of Suitt' eta Irsmrroe[ Inform>Iba; sPcd(k.Uoos and/or d-rgos 6o>nsbed to Lbe truss deelgoer by the dint and the mrcedoczs " acrzuzcy of — mfmrnow. as It To" ,elate to a spo- eok peojed and omeph »0 2spomibmty or czuetses no ennhol wah regard to fabrtm- doo. madrrog, a Pmeat and ite,a0abm, of trNsks. This ITUSS hay heel drst u d as an bdbldoal teo.Odlrsg—pe.oeat In •eeordsaee a,eh ANSI/Tpt 1. 1995 and NDS-97 to be inmrporat,d- as part o(me btuld,o9 d—lo. by a Buadmg Dezltgrrsiftesbaed atr wr d or prol"oslonal e^Onar1. when eer4ewe4 0- apptmrat by ate FwiidIng de3Jim, the design Imellag.:boor, mist be c6ceiced to be sore Untf the data shown are m agreement eoith We 1 q0 teal.0_. k.-coeds !a wind obr�a ir-,a_. yn. Unless s g�ttoos or SP-Jal applle i loads. w+o. Isms: has not..bem drstgned for storage a o Paacy bads. The design ass uses tmnpreatort demds Dap a bodoeol are mrrUrtw ty based by >both ,og .bless be,. Ve<Ulad- T4bue taoaoat drords m lemtor, errs Ant fully braced 1at-4j, by, a PmwH r ppaed "Od ae4ln6 th r ab—M bxi brand at a ma,dm�t sP—J g. o! 101-w o.c C000ednr Pbt- -had be ---Ike cared ,Toro 20 gangs tent dipped gabanu`ed st d toeetb.g nsm A GS,i, Grade 4n, --less-hera.be. sl,oerrt FABRICATION NOTES Ptlor b fabaf ". R me falskaI—:ban nn,'_ III, dw n9ng ro •er1Ey mat obis d__tng iz In enofor-antx anti, the fabrie mlm•s plans and to ,—lire a eoatmoibg n< peaes,b0Ry roc s.eeh veat- srr� Aay d� cyo etes are to I e PnL bt g berme -Wang o< r b•Ivtron. Plates sbn not be IastaU�d over I .othotes, ltnott or drstorted grain Me -bens shalt be cut fa Light Rohs .cod to.rood b—In, Con. cedar p. _. ball be loeste l on boa, r. d me tr.."' wrll, Hoch IWIy hnbedded and :ball be sym. about rb<JomtcodastdhowLse:boost- A Sx4 Piste bs S' rlde x 4' 10eep A 6.8 plate b B- o�d- s t bog. Slots (lralesl rw graUd to the phis length 3PrdR<d. Double Cats on web members shall meet al" exrrbald dt6e webs t-laz ol6uwlse shows. Corsnutor plate sizes lie -lobs-n sues bazd on the loos: :boon, >nd —Y cad W to tmaeysed roc ee,ta,. 6arsd- Oog sad/or erersto., srresars. Th, truss 6 rent m b<fihe,of d w,th a" -" dant t—ted lumber a -less oOterwHe sMrrn For addlUooai lttr t bon on Qa algy Control refer to ANSIrm t-1995 PRECAUTIONARY NOTES W bndng and Irma— remmmendatarss are o be followed in aoonafa wlih-Haodliog tasta0bg Sr Bracing', 1I13-91. Tomes are la oehandkd "b parHartrr drare dtnmg banding n�11 y aett..-Y—A b ,togas,— to n e,d fa„age. —P-' y>nd pe nranent bracng a 1mA11ngIn— In a au ajght _a pinob poa- 1® sad roc res1 san9 lateral Cores= sb.0 be ellpecd sad Imta0a4 by others. C.rer d band - rig is endawl and nation br . ng is always '.NT*- . Nord ptegttUonyr�ryt�ae. uOn for 'I"'—TL"Ingah- Stick Lt inpula'3 bjctyE dUdUe W216hoo bcbftm tress:-: In a>oid tnbPP�g nd d—ft. g. The supetvtslon d esectlon o[ stun sh.9 be carder the oonbol ld pvaoas 9-rend in the lasmlhu_ of of tofessinna{-dale s1.8 Ix sought rl seeded. oneentratba or consbvctloa loads gmter rs the de,gn toads sba0. nor be. eppacd to asses at any Omc 110 Inds other tbaa the pbtH u( nee -rectos: A6 11 be applied to ,tssrs until afler all fuknh,g sad bndag tompicLcL MONO VALLEY VALLEY TRUSSES COMMON VALLEY I hAADmmnA a>— „ er i J l CtVIJ 611pro me TRUSSES S WO: VALLEY SET IF LESS THEN 3-0-0 THEII MOVE DIAGONAL WEB TO NEXT PANEL. 1 214 0 2X4 OR 516 OR 426 318 VALLEY MEMBERS AT DIAGONAL WEBS r /18 316 {X6 NX6 REQUIRED WITH SPANS OR 24. O.C. (TYP) 2r4 ON GREATER THEN 26-0-0 Jx6 2x4 2X4 2r4 3r6 214 2x4 �! VARIES 12 OP ray 316 2X4 214 214 2r4 4110 316 aR 316 oA US 1410 on 4 6 2r4 it. VI QTYA (#I WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (1I WHEN NO DIAGONAL WEN PRESENT USE 2X4 PLATE 0-0-4 f 214 3t6 MAX 6-0-0 O.C. (TYP) 1 1 0214 MAX TRUSS SPACING MAX 6-0-0 O.C. (TYPI .44 ® BELOW I O.C. � SPANS UP TOO 60-0-0 TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 92 13ELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING U14LESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (21 160 NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 1Od NAILS OR (1) 16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT B' 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 f. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES.ATiE 1120 GA 1 -D PER ANSInTj 1-1995 11tarouda Systellis 4005 MARONDA WAY SANFOR.1), FL_ 32771 (407) 321-0064 Fax (401) 321-3913 TOMAS PONCE P.E. LICENSE NL1050068 SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMONOR GIRDER COMMON TRUSSES (TYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET cont. Support 'r 4"U'Alrilt7: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bradng steeewn oa this draw(ag is nut ere Wan htac[ng, racing. pmW b aeing or sbllar tnadag °'Melt b a cart et 0- bWMmg design wlud b and whkh must be considered by me bnitdmg dcs,gnI_ Hracfag shown tr car lateral support al truss mcmb"s oaly la reduce buckling lengl.h Prcnislons must be mask Ina 1u 6te-I bndognl creel end sp, Arl-3 tootlnm deret inu d by [be bu I— tsitter- Additloaal bracing of the overall stneettirt may be t Rtuss Plate lrulfrute, LPL of Trij. b looled a1583 D Onofrlo Dr1'e, 1 adbon.y9g i Ui 5171M Studs 0 6-0-0 G.C. ring. JDh: DTvg: Dsgnx: TLY Chk: I'C Lire 16.0 lasf 'PC Dead 7.0 psf TIC Live 0.0 psf BC Dead 2.0 psf jTiuss ID: VT Dole: 4-11-014-11-01 DuIFa�_25 DuTFac - PII: 1.25 O.C. Spacing: 24.0" Design Criler[ct: TM —Ull on Udw,rratlna mldcd by U,c cllcnt. Tlit dcsigncr disclabug y r<sponaabti y I- don a�� ea a rrsull d 1U11y or Inwrrcct UIComYa(lon- spccl/loLlarls d/or d-ig., (embhod to the mass dolgucr r Ehc cllcnt and U,t wnec(tress ur accuntr lthb bduramue.. u h nvy .el.te ro ape (Ie p,olcet and accepts no rwpo„eyd,tr or ''arcb<a n corltrot 1 .7th rcyard la Iabno- m_ la dlbag. slarp,nent ar,d r.aslalb Uun ar =''� v. �V a.,..... ry t•..e dv,5..ed .a w bUMdk,g crnnpmv,t ba aczvrdyrce It Isirl➢f 1-1905 and NOS-9i to be brcdrporatcd ryrt o(the bvllding dclgn ty a Buildb,g k,Encr fr<gKtcred arG,ncG nr prweabnal (;b,ced. ivhv. re.k.<ed for npnrwal br the Mda.0 dcs,g+rc.,. 11,< dry:gn L.ad(ngs sl+oan pl be dacd,ed to be xurc. U,.-It U,e cola sf».m, b. agwn<„t ,.iUa the bcal b.odb,pr codes. •1 dbr..U< re<«ds for .au,d er snm, leads. I«tz(.eeMiatbna or speek.l applied Toads. css shoo„_ true ras nol bcrn. do,y,cd Ca asc or occupancy- loads. The dwtgn ustunrs preaaron drorda flop er 6s'tlomi are ton(au- 7 braced by SheaU,lnb vlYl ss aUhern be jlicd. T hsre bottom chonb N Icnaru„ s.e FUMY braced hleratty br a proper(_ =PPd I edMg. they should tx br-.oed ai a bn,Ym spacb,g or i0'-O- o.•: Cnnr,ccicr si,al{ IIe maaYurae[ured I.qn TO KavE� lint <d eal.en,crd Bred n,c<ib.e p„t7pl n. 65J. 1e 40. unlot vU,erntse sl.o.rn_ 13RICATION NOTES to fa6rtauon. the rabrlbtw slWl rerkv Irn..b.g to se a'y Ii.at u,b d,.m g b a,r,nr,ee +'dih the (ab.lmim's Pb and to m. A17 dJ2NFvcpanry M1 rp o foe v<rL e c t be pp.u(t 4, [ 4<lorc corUng ar (ahracalron. shell not b< bv,all<d arc_ knolhulcz_ ar dbtmted puln. kirn.be'a ahaU be evl tit IIt'bYg rood lU wood 6cn.Ang. cm- ' pule aha4 l'e foaled n.. Mlh f>ay or ass ,sph rulh fully bnbrdded and shall toe ibavi ,helob,t vnios oWvnKe at.oa.n, n ate b 5- a9de a d- brag. n , phr b 6- �' hn'F. Sbts fholml �.n panikl to ors kugUt spc<Uhc,l. Uo.,bk cub w•..<Ir shah m<u al the «ntra,a a u,e »cbx an,rn<be xl,na<,4 ia.nrcctor plate 41Zw abnUn, size hascd on the rnrco shw ay need to be lnc,eascd (a ccr1,N hand- d/er<rcxlbrr alreae. Thb Was b not rbneated -Ith Ure relaulanl holed mJm olhvnbe sho,<n. For addlllanal ,wn on guabt} Cordv to rtM51/TFI 1-1995 :AUTIONARY NOTES 1- and natbn rccon.,nrndavona ors fo.r<d In a®_dance w�U,'Nan¢Itnt g A Pndns, IIIB•9l. T"ruase are to kd nnh panleulei c-..re d.a.b.p baaadb,g dUnF: d'3h<.T a.y h,sr..penen to •cord nF Inasbt b, . alralil.t a..d ph.n.b p,o_ For rabOnF btml r•.rew s1uM I,c and WlaUcd lrr• othcn. C>r lul h.nd_ ea,iyl and creelien bracing b al.,ays MUM pfcrauUuualy acUMll for yuira such tcml, r Fr bmcbig Juring In bcltectu trusses to .cold topp&Yg f,ob,g. 7I,e svper.b,un d vccbon oC hall be trndv U.c cvutml yr Persons cd Irt the bu(allau' of irvssrs. n1 ad<Ice sl xll be sought V uceded ,lb.. or enrKRueUo.r toads great_ IrsrK,. bads shill not Ix appthd to yMi" tlab�ds-11 Uanthe . d«s .r.aU to n r au,a<trnu.,:a�l•, / dn� J HIP GIRDER ZZ Mal'ouda Systems 4005 MARONDA WAY SANFO11J7, FL. 32771 (07) 321-U064 Fax (4U7) 321-3913I TOMAS PONCL' P-C. I fJCENSF HOpStro6g lady firtG_rnanpr.rt cr,pv,EVO.rL.lr: Sg Zx OF )LOCKING ADDED TO TOP CHARD STEP HIP TRUSSES TO SI-TORTEN. OSB' NOT TO EXCEED 24 "O.C.. TO BF NAILED TO TRUSSES w! f2" ON CEN_ STAGGERS ►'RE _ENG IQ T TOP WALL OF BUILDING u`>ja>I>ttit�: I?EAD ALL (MOTES ON THIS SHEET. A COPY OF TI-ITS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR_ BRACING WARNING: 9racing slop, of IJ,c bu(Idb, g 1s n.,t rrtrNrn, b,ach,t, a<Ind bra arh,-U L- sbnrn K ( taler�l su It dot¢n a„d nht<tl must 6� c4i�. y,ut U bra'yug , r sl,nita< b,acu,p v'a _Porto! h,lss mcmMrs only t•, red lnnb ackq boo, b Udu,q dr.I¢ncr A,-.c4g Jc to a,rc},or laknl bracU,g al rnJ. anJ sp<cUkd Ixatbna detcn„lncd 6 JJdtUonal brarU,e of U,e overall U tuzs P4 (e rnsUlute• acucfur Tpi•batdat 5eoar h<,etuirtcd sa U,S1'- g41rc Uh,<ub`vl-Wloisblg ,dneu;l(_nbe r D 0/ .EP I f pS Eug- Jvt7: 4 Dwg: Dsgttr-- llry Cfrlr I'C .Live 16_U paF TC Dead 7.0 psf AC IAve 0.q psf BC Dead 1U.0 psf 1-0-FA L 33.0 nsf Truss ID: Hlp _ Dale. DulFac --p11: 1,15 O.C. Spaciflg: 24-01, UesicTn Criteria: TPI �vde Deac_ 1' 4 T DESIGN INFORMATION 71iis design is for an Individual budding component and has been based on Information provided by the client- The designer disclaims; any responsibility for damagesas 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- c8k protect andaccepts no respototb(iity or exercises no control withregard to fabrica- tion. hmr fig. shipment and Installation of trusses. This truss has been deigned. as an Individual building component in accordance with ANSI/TPI 1-1995 and NOS-97 to be brmrporated w part of the budding design by a Budding Designer (registered architect or professional engttteed. When reviewed for approval by the budding designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local buarlling 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 bourim) are continu- ously braced by sheathing unless otherwise specified. where bottom chords in umston ate not fully braced laterally by a properly applied rigid ceilkig. they should be traced at a maxim= spacing of I(Y-0" o.c Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel. meeting AS7M A 653. Glade 40. unkas otherwise 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 realfre 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 knothole, knots or dtstorted grain. Members shall be cut for tight fitting wood to wood bearing. Ccm. nector plates shag be located on both fate of the truss with nalk fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long Slots (holes) run parallel to the plate length specified. Double cuts on web members 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/ot erection stresse. 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 Aft bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. HIB-91. Trusser; are to be handled with particular ere during banding and bundling, delivery andinstallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and phunb pos- Rion and for resisting lateral force shaft be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during installation between trusses to avoid wppling and domhtoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice stall be sought R needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the crectors shall be applied to huescs until after all fastening and tracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS- 2x6 SP #1 D 2x8 SP #1 D 2,3 SOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 240 o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLSGTICN: L/961 at JOINT #17 L.-0.48" D.-0.51" T.-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.47" MAX BORIZONTAL LIVE LOAD DEFLECTION: T. 0.23" RMB . 1.15 WE: MULTIPLE LOADS -- This design is the ecalposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 11' 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 BId Type Encl L. 58.0 ft W. 40.0 ft Truss in 7NT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -13806 0.25 22-21 12242 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.14 20-19 16654 0.66 4- 5 -20882 0.17 19-18 23651 0.92 5- 6 -24952 0.20 18-17 23651 0.70 6- 7 -24952 0.20 17-16 23649 0.70 7- 8 -20881 0.17 16-15 23650 0.92 8- 9 -20880 0.14 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-11 -13806 0.25 13-12 12241 0.68 I 4-PLYS REQUIRED 6 0000 SX10 3X6 Face = 0-2-8 3.00 I 0 loXlo 4660# 8.001, L1 19 18 17 1-0 0 (RO-10-10) I[ii 40-0-0 EXCEPT AS SHOWN PLATES 20 GA TESTED PER ANSIPfPi 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNESSA OROVIEOOTI-32766 Daign: Mafrit Analysis 16 15 VVF►KH1111U: 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. portalbracing or stm8ar bracing which Is a part of the binding design and whkh must he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made in anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stricture may be required. (See HID-91 of TPII, ff russ Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKiHOMEOIR A ATY:4 . ••..Joint Locations===_.......=_. 1)j�0ac. 0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- ;-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ' ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 SC Vert L+D -1475 32- 8- 0 ---MAX. REACTIONS PER BEARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 0 -1621 DOT PIN 39- 8- 0 4660 0 -1621 BOT H-ROLL 8X10 6.00 5X6 1 3•00 Face = 0-2-8 4660# 8.0011 1 14751f (RO-10-10) scale = 0.1595 Eng. Job: Dwg: Dsgnr: TLY Chk: , Truss ID: A Date: 4-21-03 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: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: ` TOTAL 33.0 psf Vq 5.0 - 21643- 0 HCS: 09.20.02 K 3 AC: 10# UPLIFT DESIGN INFORMATION Tbls design is for an Individual building component and bas been based on hdmmatbn provided by the cbeat The desipper dtacbahns any responsibiltty for damages as a mutt of faulty or hxarcct Information, specifications and/m designs furnished to the tnsss designer by the client and the correctness or accuracy of this hdoralk in as it may relate to a spe- cifle project and accepts no respotssibibty m ezerctes nro control with to fabrka- tlon. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-19%and NDS-97 to be Incorporated as part of the building design by a Suliki Deslgner (registered architect m professional engineer). When reviewed for approval by the butldtng deserterthe design loadings shoam must be checked to be sure that the data shown are In agreement with the local building. codes, kcal climatic records for wend or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression cb-ds (fop or bottom) are contin - ously braced by sheathing unless otherwise specified. Where botom chords In tension are not fully braced laterally by a properly applied rigid atlhig, they should be braced at a maximum spacing of 10'-0- 0- Connector plates shall be manufactured from 20 gauge trot dipped :galvanized steel meeting ASTM AA 653, Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabricatkmo the fabricator shad review this drawing to verify that this drawing is in conformance with the fibrlcatoes plans and to =It= a contil"ufng responsibility for such vent. fl auen_ Any discrepancies are to be put In writing before cutting or fabrlcatlon. Plates shall not be histabed over knotholes. Imots or distorted grain, Members shall be cut for tight (it" wood to wood bearing Cc m- nector plates shall be located an 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 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members stab meet at the cxittroid of the webs unless otherwise shown. Connector plate size are randmum Sias based on the forces shown and nay need to be Increased for certatu hand. hug and/m erection. stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Contrai refer to ANSI/TP( 1-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed in accordance with "Handling Installing & BnclirW. HIB-91. Trusses are to be handled with partkular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb pos coon and for resisting. lateral forces shall be designed and Installed by others. Careftd hand- ffng is essential and erection bracing Is always required. Normal preauUo ary action for trttsses requhes such temporary bracing during butaiiaUon between busses to avoid toppftttg and dohnbobhg. The supervision of erection of busses 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 scary tine. No loads other than the weight of the erector shall be applied to misses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBSt 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the couposite 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 DEFLECTIONt T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB . 1.15 6 0000 T 5-0-8 0-6-6 Face = 0-2-8 3.00 ) 0-8 CHEK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/31x 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". WadLod per ASCE 7-98, C&C, V= 125Wh, 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 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 TI: B ATY: `-==. ==Joint Locations .............. =1)0 0- 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ---MAX. REACTIONS PER BEARIM LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 55 -988 BOT PIN 39- 8- 0 1366 0 -1007 DOT H-ROLL PROVIDE UPLIFT C eaCTION PER St3 M=. Support 1 988# Support 2 1007# 6X8 4X6 8X10 Ave -6�00 5X6 I 3.00 Face = 0-2-8 1 8-3-11 22-0-10 8-3-11 1366# 8.00" 1 10 9 1-0-0 L 1366# 8.001, (RO-10-10) I 40-0-0 1--" 1EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (R0-10.10) scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: MWfir And ysis rril"►K111411MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this thawing is not erection bracing. wind bracing. portal bracing or similar bracing which 6 a part of the building design and which must be considered by the building designer. Bestci+m8 shown is for lateral support of truss member only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additkma! tracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate institute. TPI. Is located. at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). JOB PATH: C.-1TEE4-OKWOMEDlR Eng. Job: Dwg: Dsgnr: TLY Chef: WO: CHEK3 Truss ID: B Date: 4-21-03 TC Live 16.0 psf DufFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC [Ave o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: - TOTAL 33.0 Psf V: 5 - 21 HCS: 08.20.02 IB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: DESIGN INFORMATION This design is for an fndlvlduall btdklfrig component and has beenbased on information provided by the cileat. The designer dlsckum; any responsibility for damages as a result of faulty or Incorrect Infonnatlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cgk project and accepts no responsibility or exerciso no control with regard to fabrka- tion. handhrj& shipment and Installation of trusses. Thb truss has been designed as an individual building component In accordance wgl ANSi/TPi 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Design- (registered architect. - professional engineer{. When reviewed For approval by the building designer. the design loadings sbown must be checkedto be sure that the data shown arc In agreement with the kxxd 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 commu- ousty braced by sheathing unless otherwise specHfed. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be bmeed ata maidmmn spacing of 10'-W o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkanon. the fabricator shall review this drawing to verify that this drawing :s In conformance with the fabrkator's plans and to realize a continuing responsibility far such vert- fkation. Any discrepancies are to be put 1n writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted groin Members shall be cut for tight titling wood to wood. bearing. Con- nector plates shall be located on both faces of the truss wfth rails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wile x 4• tong, A 6x8 plate is 6' wide x Ir long. Slots (holes) run parallel to the plate lengthspectfl d. Double cuts on web members stall meet at the centmki 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 fabrkkated 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 lastaging & Bracing-. 11111-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Tempotary and permanent bracing for holding trusses in a straight and plumb pos- ition and for restating lateral forces shall be designed and Installed by others. Careful hand- Bng is essential and erection bracing Is always retp ued. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and da nlnohig. 11te 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 shall not be applied to trusses at any time. No loads other than the weight of the erectots shall be applied to trusses until after all fastening and bracing A. completed. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 HOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 12 WndLod per ASCE 7-98, C&C, V- 125oph, H. 15.0 ft, I- 1.00, Ezp.Cat. B, Kzt- 1.0 Bld Type= Enal L- 58.0 €t W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/424 at JOINT #15 L.-1.09" D- 0.45" T--0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.31• MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.53" RMB - 1.15 6.00 T 5-0-8 0-6-6 1 MULTIPLE LOADS -- This design is the ceagosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 787# Support 2 757# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -7832 0.22 20-19 6968 0.53 2- 3 -9350 0.24 19-18 7171 0.54 3- 4 -11397 0.10 18-17 8829 0.39 4- 5 -11398 0.12 17-16 13169 0.57 5- 6 -14088 0.16 16-15 13170 0.59 6- 7 -14092 0.16 15-14 12462 0.58 7- 8 -12168 0.16 14-13 7594 0.39 8- 9 -8034 0.20 13-12 6224 0.47 9-10 -6791 0.18 12-11 6040 0.46 3-PLYS REQUIRED 8X10 3X6 Face = 0-21a 3.001 -2-0 --�I 0-8-0 I � 6X8 10X10 6X8 2657# 8.00" 1-0-0 Cd�f 40-0 A S (12) 2X4 866# � I394i9 EXCEPT AS SHOWN PLATES ARE TL20 GA PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. MarOnda SysaeMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: Bracing shown on this drawing is riot erection bracing, wind bracing. portal bracing or similar bracing SANFORD. FL.. 32771 which is a part of the building design and which must be considered by the building designer. Bra (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Addiuonal bracing of the overall structure may be required_ (See filB-9I of TPg. LICENSE #0050068 fituss Plate Institute. TPI, is located at 583 D'Onoftlo Drive. Madison. Wisconsin 53719f 1005 VANNESSA DR0VIEDOXI-32766 Design: Matrix Analysis JOB PATH: C:VIEE-LOKIHOMEOIR TI: B 1 ATY.3 =--.joint Locations ............... -1)s-0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Frcm PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -28 -787 BOT PINT 39- 8- 0 2334 0 -757 BOT H-ROLL 8X10 -6.00 4XM 1 3.00 Face = 0-2-8 1�3 12 --V 2334# 8.00" cRo-1a10) scale = 0.1595 Eng. Job: Dwgt Truss ID: Bi Dsgar: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live o.o psf O.C. Spacing: 24.0" RC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V-09.05.0 - 2 646- 2 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based ontnfomr ulon provided by the client The designer disdatms any responsibility for damages as a resuh of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this btformation as 9 may relate to a spe- ctk project and accepts no responsibility or exercise m cootie! with regard to rabrlca- lbn, handling, shipment and installation d trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI I-1995 and N0.497 to be Incorporated as part of the building. design by a Budding Designer (registered architect or professional engir-ri. When reviewed for approval by the building destper, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climlic records for wind or snow leads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are cvnunu- ous(y braced by sheathing unless otherwise spedned. Where bottom chords in tension arc not fully braced laterally by a property applied ngid ceding, they should be braced at a maximum spacing of 194r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shalt review this drawing to verify that this drawing is in mnCorrnance with the fabricator's plans and to realize a continuing responsibility for such vett- firation. Any discrepancies are to be put in writing before cutting or fabrication. Plates Shan not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fining 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 S' long Slots (holes) nun parallel to the plate length spoked. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties an 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 fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling delivery and wtallation to avoid damage. Temporary and permanent bracing for bolding trusses In a straight and plumb pm_ won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing w always requited. Normal precautionary action for trusses requires such temporary bracing during installation between tresses to avoid toppling and doudtwdng The supervision of erection of trusses shallbe under the control of persons experienced In to installation of losses. 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 K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAIL LIVE LOAD DEFLECTION: L/999 L--0.42" D=-0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB - 1.15 6 0000 T 5-8-8 0-6-6 yr--- I WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 144-0". WndLod per ASCE 7-98, C&C, V- 125nph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI--BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C QTYA - - ---Joint Locations======a==s=mesa® =1) =0a Os 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-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BUT PIN 39- 8- 0 1365 0 -loll BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCENDULZ: Support 1 992# Support 2 1011# 6X8 8X10 Ave Face = 0-jw---3 OV 4 � 0-S P� -6.00 5X6 I 3.00 Face = 0-2-8 T 1 9-7-11 19-4-10 9-7-11 11 I 1366# 8.00" 8 6 1-0-0 1366# 8.0011 Cd 40-0-0 1� _ -0-0 (12) 2X4 (Roo-1-0-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 FMa7ronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE5SA 011-OVIEDOXI-32766 Design: Mainz Analysis VVPkKr4114 is 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. Brscing 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. tSee HIB-9 t ofTPl1. (rruss Plate Institute, TPI. Is located at 583 D'Onofrio Dove, Madison. Wisconsin 53719). JOB PATIP C:UEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHM Truss ID: C Date: 4-21-03 TC Live 16.0 psf DurFac - Mr. 1.25 TIC Dead 7.0 psf DurFae - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 Psf Design Criteria: TPI Code Desc: - TOTAL 33.0 psf V:09.0 2- 21647- HCS: 08.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on information is provided by the client. The designer disekdaus any responsibility for damages as a result of faulty ear incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information — It may relate to a spe- cifk project and accepts no responsibility or exercises no control with regard to fabaa- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure thatthe data shown i are In agreement with the local building codes. load ci —U. 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 o- bottom) are conunu- ousy braced by sheathing unless otherwise specified. Where bottom chords In tension are not filly hmoed laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of la-W o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtatlon, the fabricator shad review this drawing to verify that this drawing fs In conformance with the fabricator's plans and to realize a continuing responsibility for such verf- tiation. Any ddscseparndes are to be put In I writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood. bearing. Con- i hector plates shad be located on both faces of the truss with nails fury Imbedded and shadbe sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long, A 6x8 plate is 6" wide x 8- king. Slots (holes) run parader to the plate length spect We Double cub on web members shall meet at the cenrtroid of the webs unless otherwise shown Connector plate stress arc minimum slur based ou the forces shown and may creed to be increased for certain hand- ling and/or erection stmases. This tens is not to be fabricated with (ire retardant treated lumber unless otherwise shown. For additional Information on Quail" Control refer to ANSI/TPI t-1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed in accordance with -Handling Installing h Bracing'. H1B-91. Trusses ant to be handled with particular arc during banding and bunddng delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- e Won 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 I-- requites such temporary bracing during WstaFation between misses to avoid ioppUng and dombnoi ng, 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 lady shadnot be applied to messes at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. WO: CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.1200 nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-00. WndLod per ASCE 7-98, C&C, V- 125mph, H- IS-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 pef Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 C1 ...........==•anoint Locations=== ...... sa..=. 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 The 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 L 3 5 Q 6X8 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D--0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.220 RMB - 1.15 T Face = 04 3 *1-0 —. 0-8 8X10 6XR 6XV l 3.00 - eFace ==0-2-8 0 P'9 9-7-11 11 194-10 9-7-11 11 S G 1366# 8.0011 1366A 8.00" 1-0-0 4040-0 1-"_ C�A S (12 2X4 10) EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 T Lronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNESSA DROVIEDO.PL32766 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 bnacIrW, whuf 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 truss members only to reduce budding 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 T'PII. (truss Plate Institute. TPI, is located at 583 D'Onofrto Drive, Madison. Wisconsin 537191. 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 Truss ID: C1 Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: - Design: Miura Andjysil JOB PATH: C. IEE-LOKWOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer dbdatrns 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 s spe- . Gproject and accepts no respmrsibllay or ,.= hlo Clon(r01 wain regard to tah"ca- OwL handling; shipment and installation of trusses. Thle truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NOS-97 to be incorporated as part of the building design by a Building Designer (regtetered architect or professional e ngtneed- when reviewed for approval by the building designerthe design toodings shown must be checked to be sure that the data shown are In agreement with the local building codes. local dirtatic records for Mend or srnow Inds. project specifications or special applied loads. Unless shown. toss has not been designed for, storage or occupancy bads. The design assumes compression chords (flop or bottom) are contlnu- ously braced by sheathing unless otherwise specl0ed. Where bottom chords In tension are lid fully braced laterally by a property applied riod ceding. they should be braced at a maximum spacing of 10`4r O.C. Connector plates shall be manufactured from 20 giuge hot dipped galvanhed steel meeting ASTM A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrication, the labriator shall review this drawing to verity that this drawing is In cuolormance with the fabricates plans and to rea$ze a coatinuhng responsibility for such ven- lication. 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 Ming wood to wood bearing Con- nector plates shad be located on bath faces of the thus 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 b 6- wide x 8' long. Slots (roles) run parallel to the plate length spaYled. Double cuts on web members shall meet at the centrold af the webs unless otherwise shown. Connector plate slits are urinsnum sifts based on the force shown and may needto be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Are 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 installing R Bracing". HB-91. Trusses are to be bandied with particular are during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for twk(bng trusses In a straight and plumb pos- Kim and for resisting lateral form shag be designed and installed by others. Careful hand- ling is essennsl and erection bracing Is always required. Normal precautionary action for trusses require such temporary tracing during installation betweentrusses to avoid toppling and daminobng The supervision of erection of trusses stn11 be under the control of persons experienced inthe installation of trusses. Pim(essional advice shall be sought If needed. Concentration of construction loads greater than the design bads shalt not be applied to trusses at any time. No loads other than the weight of the erectors shag be appliedto tresses untd alter all fastening and bracing is cornpleted. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCFzDTLE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L--0.35- D::-0.36" T--0.71- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21- RMB - 1.15 T Face = M{fLTIPLE LOADS -- This design is the cenposite result of multiple loads. All COi4QRESSION Chords are assumttad 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 Wn 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 pef Impact Resistant Covering and/or Glazing Req TC...FORCB ... CSI .BC...FORCE ... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 6X8 8X10 6Y2 TI: D ATY:2 --------- =... =Joint Locations .............. 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ---MAX. REAMONS PER BEARM LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL 6-2-6 0-6-6 5X6 I 3.00 Face = a2-8 10-11-11 16-8-10 11 13 1 loll-11 I 1366# 9.00" 11 9 8 1-" 1-0-0 1366# 8.00" L Cam) A 40-a0 (12) 2X4 10) scale EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSM, 1-1995 scale 0.1595 10) (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 VVPKMIN(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 bracng. wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the building desl(pur. Bracing shown is for lateral support of toss members only to reduce bucking length. Prwbbns must be made to anchor lateral bracing at ends and specified barons determined by the budlddng designer. Additional bracing of the overallstructure may be required. (See dfB-9l of TPII. (Truss Plate institute, TPI. is located at 583 D'Onofrdo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 PSI` BC Dead 10.0 psf Truss ID: D Dale: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Matra Analysis JOB PATH: C.ITEE-LOK1110MEDlR TOTAL 33.0 HCS: 08.20.02 ESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This des)gn is for an btdivkhail builditV component and has been based on information provided by the client. The designer disclekos any responsibility for damages - a result of faulty or incorrect Infumvitlon, specdkaumts and/or designs furnished to the truss designer by the cbent and the correctness or accuracy of this :reformation - It may relate to a spe- ctlhc pmfectand accepts no responstbdlty or exercises ro corktsol whim n�ard to fabrtca- tion. handling. shipment and Installation of trusses. This truss has been designed - an todividual building component. In accordance with ANSIfM 1-1995 and NDS-97 to be incorporated as pad of the building designby a Budding Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the desert loadings shown must be checked to be sane that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. pr*e t specifications or special applied ids. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes mmpressbn chords (top or bottom) are continu- ously braced by sheathing unless otherwise spmlfied. Where bottom chords in tension are not fully braced laterally by a properly applied rfod ceiling, they should be braced at a maximum spacing of 19-0P' o.c Connector plates shall be manufactured from 20 gauge hot dipped gahwitzed sled meeting AS(M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such 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 natb fully imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A6x8 plate is 6- wide x 8- long. Skins Roles) run parallel to the plate length specified. Double cuts on web members shad neet at the ctntrold 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 hunber unless otherwise shown. For additional .information on. quality Control refer to ANSI/TW 1-19M PRECAUTIONARY NOTES Au bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing", H113-91. Trusses are to be handled with particular care during banding andbundlin& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion 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 tresses requires such temporary bracing during lttstallatkm between trusses to avoid toppling and domtnotug. The supervision of erection of trusses shad. be under the control of person experienced In the installation of tnsses. Professional advice shad be sought If needed. Corcerttratkm of construction loads greater than the design loads shadnot be applied to trusses at arty thee. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 NEW: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L--0.32" D--0.33" T--0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 ]MULTIPLE LQADS -- This design is the coagosite result of multiple loads. All C MMSION 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, BCDLw 6.0 psf lava Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 TI: -1) _ --Joint Locations .... =.......... 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 12-5-0 1 2 4 6 6 0000 0 6X8 3X4 6X9 Face = 0-*R 123W I -►{ o-s SX8 6-10-6 0-1 JTT- 1 3•00 Face = 0-2-8 1 12-3-11 14*10 12-3-11 i 13 1 11 1 9 8 1366# 8.00" 1_0.0 1366# 8.00" 40-0-0 _ cA (12) 2x4 10) EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 110050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Ardysts WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thisdrawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of [muss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifiedlocations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of Tpfi. rltuss Plate Institute, TPI, is located at 583 D'Gnof to Drive. Madison. Wisconsin 537191. JOB PA77f: CITEE-LOKIHOMEAIR TOTAL Eng. Job: Dwg: Dsgun TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 PSf BC Dead 10.0 rwf 33.0 DO Truss ID: E Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: HCS. 08.20.02 B: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building oomponerrt and has been based onndmnatfon. provided by the client The designer dtsdatrrrs airy responstbgity for damages as a result of faulty or incorrect hdonnatlon, speati stfons acid/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- cg:c project and accepts no responsibility or j exercises no control with regard to fabrics- tion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building cmarpoment In acaonisarce with ANSIfM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer heglstesed architect or professional engineed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the kacal building codes. local climatic records for wind or snow bads. Project sp-Okstbns - special applied bads. Unless shown. truss has not. been designed for storage or accup-nrY bads. The design asstmres canpresafor chords (top or bottorn) are connon- ousty braced by sheathing unless otherwise speaffe& Where bottom chords in tension are not fully braced laterally by a property applied rigid ce8bng. they should be braced at a maxin an spacing of Ip'O' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A.4TM 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 f4brfcators pham and to reattrs a continuing responsibility for such ved- fkation. Any discrepancies are to be put in writing before cutting m fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members stall be cut for tight fitting wood to wood bearing. Coo - ardor plates stall be located on both faces of the truss with nalis fully inbedded and shall be gym. about the joint unless otherwise shown. A SX4 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 stall meet at the centrold of the webs unless otherwise shown. Connector plate sirs ave midmum sizes based on the forces shown and tray needto be increased for certain hand - king and/or erection stresses. This teas is not to be fabricatedwith fie retardant treated lumber unless, otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Alt bracing and section recommendations are to be followedin accordance with "Handling Installing & Bracing', HIB-9I. Trusses are, to be handled with particular care during landing 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 Urstalbed by others. Careful hand- litng is essential and erection bracing is always re"fred. Namal precautionary action for trusses requires such termporary bracing during insaaaration between (uses to avoid toppUng and doint-W , The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 9 needed Concentration of construction bads greater than the design loads stag not be applied to trusses at any tine. No loads other than the weight 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 SCHEOULE: 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 6.00 Face = 0-2 12-20 0 WO: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLrod 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. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 3.1-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 6X8 3X4 6X9 1J PL 11 1366// 8.00" 1-0 0 40-0-0 CCA (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mmnt AnMysfs rUAKIV1114: 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 shnnar bratmg which is a part of the building design and which must be considered by the building designer. Bracing shownis for lateral support of truss members only to reduce buckling length. Provislons must be made to anchor lateral bracing at ends and specified locations determined by the building destim r. Additional bracing of the overall structure may be required. (See 1-1113-91 of TPII. (Truss Plate lmtltute. TPI, is located at 583 D'Orrofrio Drive. Madison, Wisconsin 51719). JOB PATH: C:ITEE-LOXIHOMF.DIR TI: F ATY:2 - ss-s----=Joint Locations .---a==aa-s-as-- 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. RBACi'IONS PER BEARING LOCATION--'---- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 DOT PIN 39- 8- 0 1365 0 -1007 HOT R-ROLL 3.00 Face = 0-2-8 08-0 _ 13-7-11 9 g 1366# 8.0011 (RO-10-10) scale = 0.1595 Eng. Job: Dwg: Truss ID: F Dsgnr: TLY Cali: Date: 4-21-03 TC Live 16.0 psf DUrFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf :09.0 2- 21651- HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. CHEK3 WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disciahns 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 O may relate to a spe- e tc project and accepts no respouslbtltty or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. 'Fbts truss has been designed as an. individual budding component In accordance with ANSI/TPI 1-19%and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the bal building codes. local climatic records for wind or snow loads. project sp-mcatfons or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously traced by sheathing unless otherwise specgled. Where bottom chords in tension are na. fully braced laterally by a property applied tW cellhng they should be braced at a maximum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gakanbcd 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. confonrance with the fabricators plans and to realize a continuing responslbWty for such ven- fkatbn. Any discrepancies are to be put in writing before cutting or fabrication - Plates shaft not be Installed mer 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- wide x 4- long A 6x8 pate is 6- wide x 8' king. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are mhlmum sizes based on the forces shown and may need to be increased for certain hand- " and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnformation on Quality Control refer to ANSI1TP1 1-1995 PRECAUTIONARY NOTES Ali. bracing and erection recommendations are to be followed In accordance with 'Handling Installing R Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporaryand perms ent bracing for holding trusses in a straight and plumb pos- Ilon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ong is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing 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 shad notbe applied to trusses a[. any time. No loads other than the weight of the erectors shall be applied to trusses unt8 after a8 fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 970# Support 2 1008# MAX LIVE LOAD DEFLECTION2 L/999 L--0.28" D--0.29" T--0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLBMON: T- 0.20" RMB - 1.15 G QTY:1 MULTIPLE LOADS -- This design is the a =_ ---Joint Locati0l18---==--=:a::-=� -1) cca"ite result of multiple loads. 0 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) IS- 4- 8 continuously braced unless noted otherwise. 3) IS- 0- 0 7) 40- 0- 0 11) 8- 6- 8 WndLod per ASCE 7-98, C&C, V= 125aph, 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 ----MAR. REACTIONS PER BEARING LOCATION----- Bld Type= Encl L= 58.0 ft W- 40.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 4- 0 1365 105 -970 BoT PIN Impact Resistant Covering and/or Glazing Req 39- 8- 0 1365 0 -1008 DOT H-ROLL TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4030 0.48 12-11 3623 0.79 2- 3 -3449 0.40 11-10 3646 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.41 9- 8 3645 0.66 5- 6 -4029 0.50 8- 7 3622 0.79 15-0-0 LU-0-0 15-0-0 1 2 5 00 6X8 Face = 0-2 12-2-03 � I 0-S 6X8 �X6 3.00 Face = 0-2-8 14 8-5 9-3-0 14-8-8 11 11 I 71 1366# 8.0011 8 1366# 8.0011 1-0-0 40-0-0 Cd�IEY'Itlt'j PLA (12) 2X4 (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL33766 1111AKI�IIIVV: 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 bneing 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. Prvvi ion must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the mera8 structure may be required. (See HIB-9 t of TPI). rr-- Plate Institute. TPI, is located. at 583 D'Ono(rio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: G Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Mdirfx Analysis JOB PATH: CITES-LOKIHOMEDIR RCS: 019.20.02 WO: JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This de sWa is for an h[dfvidual bu&tb* component and has been based on htformatlan provided by the client The designer disclaims any responsibility for damages as a result of faulty or Inwnect 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- c8k project and accepts no responsibility or exercises nno control with. regard ten fabrica- tion. handlin& shipment and Irutalb ulon of trusses. This truss has been designed as an individual building component in accordance watt ANSI/TPI 1-1995 and NDS-97 to be incorporated as pat of the building design by a Building Designer (registered architect or professional engineed. VA= reviewed for approval by the building designer. the design loadings shown must be cheeped to be sure that the data shown are In agreement with the local building codes. keel citrruatic nuords for wind or snow bads. project specifications or special applied leads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bodom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon are not fully braced laterally by a properly applied rWd ceiling, they should be bracedat a maximum spacing of 19-M o.a 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 plus and to realize a continuing responsibility for such vert- ficatfon.. 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 wood to wood bearing. Con - rector Plates shall be located on both faces of the truss with na& fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" kmg A 6x8 plate Is 6` wide x Ir long. Slots (holest run parallel to the plate length specified- Double cub on web members shall meet at the centrold of the webs. unless otherwise shown. Connector plate sizes ate mlydmum alms based on the forces shorn 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 ANSTIM 1-I9M PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with. -Handling Installing & Bracing'. HIB-91. Trusses are to be handled withparticular are 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 restating lateral form strati be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Norval precautionary action for trusses requites such temporary tracing during hutallatton between trusses to avoid toppling and domhtoing The supervision of erection of trusses shall be under the control of persons wMerlenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be appliedto 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. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -2367 0.50 10- 9 2054 0.55 2- 3 -2302 0.34 9- 8 2033 0.48 3- 4 -2065 0.49 8- 7 2036 0.54 4- 5 -2283 0.34 5- 6 -2348 0.51 5X10 TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3 WndLod per ASCE 7-98, CSC, V. 125mph, H. 15.0 ft, I- 1.00, EXp.Cat. B, lizt• 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 T '110 g 1381# 8.0011 (R1-1-7) iel 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED P 4ANSl/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNeSSA DROVIEDOXI-32766 Design: Manx Andys(s 6X8 430# 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 sinllar bracing which is a pat of the building, design and which must be considered by the building designer. Bracing shown Is for lateral support of buss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddWonal bracing of the overall structure may be required. tSee 1-111!1-9I of TP0. (Truss Plate Institute. TPI. Is located at 583 D'Onofrb Dfly . Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMEOIR TOTAL W =•Joint Locations.. _ ... 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ------------- Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 0- 4- 0 1381 0 -559 BOT PIN 19- 8- 0 1368 0 -559 BOT H-ROLL 0 4-0-6 0-6-6 ...w 1368# 8.00" 119 scale = 0.3010 Eng. Job: Dwg: Dsgur: TLY Chk- TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 usf Truss ID: H Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 0810.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L WO: CHEK3 WE: ATY:1 DESIGN INFORMATION This design is for an Individual bulWing component and has been based on bdermatton provided by the client. The designer disclaims any—ponslbWty for damages as a result of faulty or Incorrect Information. spectlkations 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- clBc project and accepts no responsibility or exercises no control wUfn regard to fabrirs- tion, :seedling, shipment and histaliatlon of busses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated u part of the buNdlrrg design by a Budding Designer (registered architect or professional engbneeri- 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. bat clbnattc hccords far word or saww ktads, project specifications or special applied bads. Unless shown, fetus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contmr- ously braced by sheathing unless otherwise spectlied. Where bottom chords in tension arc snot fully braced laterally by a property applied rigid ceding. they should be braced ata maximum spacing of l a-O- o.c. Connector plates shall be manufactured fran 20 gauge hot dipped gakrardwil steel meeting ASt'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to malfie a continuing responsibility for such verb Nation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for tight Being wood to wood bearing. Con - nectar plates shall be located on both faces of the truss with cads fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is W wide x 4' brag. A 6x8 plate Is li wide x 8" long. Slots (holesi run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mlNmum sties based on the forces shown and may need to be increased for certain hand- ling and/- erection stresses. This truss Is not to be fabricated with Ise retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI P-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with. "Handling fnstaUl g & Bracing'. HIB-9I. Trusses are to be handled with particular arc during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas_ Won and for realsting lateral forces slug be designed and installed by others. Careful hand- ling Is essential and erect in bracing is always required. Normal precautionary action for itusses mquims such temporary bracing during bhstallatbn between tnisses to avoid toppUng and dommobtg. The supervision of erection or trusses shall be under the control of persons experienced In the installation of trusses. Profeasboal advice shall be sought If needed. Concentration of construction bads greater tun the design loads shall not be applied to trusses at any time. No toads other than the weight of the erectors shag be applied to trusses =W alter all fastening mid bracing its 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 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION: L/999 Lie-0.04" Da-0.04" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" Me-1.15 5-3-15 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 ASCB 7-98, CBC, Vin 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- Encl L. 58.0 ft W- 20.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Itlpact Resistant Covering and/or Glazing Req TC... FORCE...CSI 1- 2 -973 0.27 2- 3 -791 0.23 3- 4 -667 0.16 4- 5 -787 0.24 5- 6 -972 0.30 BC ... FORCE...CSI 10- 9 826 0.40 9- 8 665 0.25 8- 7 825 0.40 ss=-. --Joint Locationaa........ �1) 0- a- 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Tyne 0- 4- 0 711 31 -547 BOT PIN 19- 8- 0 659 0 -496 BOT H-ROLL 9-0-0 k 2-0-0 k Ilk 9-0-0 1 2 5 6 0000�00 4X8 4X6 - JAo 0-61y-6 1 DAU I T 1 I 1 20-0-0 10 9 g 712# 8.00" 660/1 8.00" Fa 20-0-U �� II EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3171 �--- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHE Maron a Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: I CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbc 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which most be considered by the buckling designer. Bracing for lateral. TC Dead BC Uwe 7.0 psf DurFaC - Pit: 1.25 cnry O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 shown is support of truss members only to reduce buckling kngth.. Pmvtslons must be o.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specitkd locations deterntned by the building designer. Additional bracing of the overall structure may be required. tSee HIB-91 ofTPB. BC Dead 10.o f Ps Design Criteria: TPI LICENSE #0050068 Rross Plate Institute, TPI, is located at 583 D'Onofrie Dave. Madison. Wisconsin 53719). ,,t Code Dese: 1005 VANNESSA DROVIED0.FL32766 a I TOTAL 33.0 psf V:0 .05. 2- 16 55- 10 Design: Matrix Analysis JOB PA171: C: I1EE-LOKWOMEDIR HCS: 09 20 02 JB: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. WO DESIGN INFORMATION This design is for an Individual building component and has been based on foformatlon provided by the client The desfgrer disclaim arty responsibility for damages as a resuft of rainy or Incorrect Information, specifications and/or designs furnished to the tsuss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- clfc project and accepts no responsibility or exercises no contmi with regard to fabrim lion. handling, sMprnent and installation of trusses. This truss has been designed as an individual bolding component In accordance with ANSI/7Pl I-IM and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engitweil. When reviewed for apptvM 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 chnat:c records for wind or snow bads. project specifications or special applied bads. thriew shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (tap or bottom) are continu- ously braced by sheathing unless otherwise specilerl. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding they should be braced at a maxtmum spacing of la-0- o.c. Connector plates shall be manufactured from 70 gauge hot dipped galvanized steer rneethng 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 fabrustor's plans and to realize a continuing responsibility for such ver- firatton. Any discrepancies are to be put In writing before cutting - fabrication. Plates shall not he Installed over knotholes. knots or distorted grain. Members shalt be cut for tight lkting wood to wood bearing. Con- nector plates shall be located on both faces of the truss withnags fully Imbedded and shall be sym. about the joint unless otherwise shown.. A 50 plate is 5" wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate Length specified. Double cuts on web members shall med at the centrod of the webs unless otherwise shown. Connector plate sizes ate rni ti n m str<s based on the forces shown and may treed to be Increased for certain hand- ing and/or erection stresses. This tress is not to be fabricated with Ore retardant Heated lumber uuhLess otherwise shown. Foradditional lnfornation on Quality Control refer to ANSI/TPI: I-IM PRECAUTIONARY NOTES Al. bracing and erection recorrnmendatbns are to be followed to accordann" with 'Handling Installing R 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 pes- ltlon and for resiethrg lateral forces shall be designed and (stalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for busses requites such temporary bracing during IttstaMlbn bdwem trusses to avoid toppang and dommolrg. The supervision of erection oftrusses stall be under the control of persons atperienced in the Installatlon of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to tnases at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONIQ=ON PER SCALE: Support 1 532# Support 2 566# MAX LIVE LOAD DEFLECrIONt L/999 L=-0.04" D--0.04" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMH :a 1.15 5-9-15 0-6-6 I 1 TI: J QTY:3 MULTIPLE LOADS -- This design is the =ar ----Joint Locations==== = =ar:= =ra ccanposite result of multiple loads. 1)= 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 continuously braced unless toted otherwise. 3) 10- 0- 0 6) 20- 0- 0 WndLod per ASCE 7-98, C&C, V= 125nph, ----MAX. REACTIONS PER BEARING LOCATION----- H= 15.0 ft, i= 1.00, EW.Cat. H, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Hld Type= Encl L= 58.0 ft W= 20.0 ft Truss 0- 4- 0 711 60 -532 BOT Pilaf in INT zone, TCDL= 4.2 pef, BCDL= 6.0 psf 19- 8- 0 711 0 -566 BOT H-ROIL Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -963 0.26 8- 7 816 0.40 2- 3 -753 0.22 7- 6 816 0.40 3- 4 -753 0.22 4- 5 -963 0.29 6 0000 4X6 712# 8.00" L (R1-1-7) I i' 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11ni 1-1995 �M_aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 90050068 1005 VANNESSA D0.0V1EDO.Ft-32766 Design: Maim Analysis VWFLKNINU: 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 bra". portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shower is for lateral support of truss members wily to reduce buckling length. Provts(mns must be made to anchor lateral bracing at ends and specified loatbns determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of lir0.. rrruss Plate Institute. TPI, Is located at 583 D'Onoftio Drive. Madison. Wisconsin 53719). JOB PAIN: CAIPE-LOKIHOMEOIR -6.0000 T 0-6-6 712# 8.0011 119 scale = 0.3010 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: J Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION 7116 deslpT is for an Individual building component and has been based on information provided by the dent. TTe daffier disclaims arty responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the buss designer by the client and the correctness or accuracy of this tnformatfon as it may relate to a ape cdk project and accepts no reaponsibilny or exercises no contra with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been destgoed as an individual building component In accordance with ANSIrM IA995 and NDS-97 to be incorporated as part of the bolding design by a Building Designer (registered architect or professional engftwer)- When reviewed for approval by the building designerthe design loadbrga 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. Unlese shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mntfnu- ously braced by sheathing unless otherwise spercried. Where bottom chords in tension are not fully braced laterally by a property applied rtgd ceding. they should be braced at a maximum spacing of lo•-0` o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steal meeting AS7M 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 responstbdity for such veri- fication. Any discrepancies are to be put In writing before cutting or fabriestfon. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood. bearing. Con- nector plates shall be located on bothfaces of the truss with nabs fully knbeddedand shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5" wide x 4" king. A 6x8 plate is 6' wide x 8" long. Slofs (holes) man parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate alas arc minimumsites based on the forces shown and may need to be increased for certain hand - king 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-I995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "Handling instating & Bmct ne. HIB-91. Trusses are to be handled with particular care during banding and bundHtrg, delivery and installation to avoid damage. Temporary and permanent bracing for Folding trusses in a straight and plumb pos- ition and for restating lateral forces shall be designed and installed by others. Careful hand- nng is essential and erection bracing is always requhvd. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoidtoppling and dominofng. The supervision of erection of trusses shall be under the control of petsors experienced in the installation of trusses. Professional advice shall be sought If needed - Concentration of construction bads Beater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS- 2x4 SP #2 BUT CHORDS. 2x4 SP #2 WEBS- 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER S(IUM)ULE: Support 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D.-0.03" T.-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03■ MAX EKYRIZONTAL LIVE LOAD DEFLECTION- T• 0.01" FMB - 1.15 WE: J I ATY.4 MULTIPLE LOADS -- This design is the composite result of multiple loads. = __ __ --Joint Locations ............ =.. al)Qs0- All COMPRESSION Chords are assumed to be 2) 5- 0- 0 1- 4) 14-11- 0 7) 10- 0- 0 continuously braced unless noted otherwise. 3) 10- 0 0- 0 5) 19- 5- 8 8) 0- 0- 0 6) 19- 5- 8 WndLod per ASCE 7-98, CRC, V. 125uph, H- 15 0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 ---- MAX . REACTIONS PER BEARING LOCATION----- Type= Encl L. 58.0 ft W. 19.5 ft Truss X-Loc 0- 4- 0 Vert 700 Boriz Uplift Y-Loc Type 26 in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf 19- 3-12 635 -531 BOT PIN 0 -473 BOT H-ROLL IraQact Resistant Covering and/or Glazing Req -TC ... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -947 0.26 8- 7 801 0.46 2- 3 -737 0.22 7- 6 749 0.45 3- 4 -740 0.27 4- 5 61 0.20 4X6 02LO 700f1 8.00" ' 1-1-9 1R1 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1006 VANNES3A. DROVIEDOXI-32766 Design. Matrix Analysis 1111AKIVIIVG: 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. port 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 truss members only to reduce buckling length.. Provisions mull be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may he required. (See H18-91 of TPO. (Truss Plate institute. TPI. 6 located at 583 D'Onofria Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR 6.00 0-9-10 3X4 t M 636# 3.50" scale = 0.3254 Eng. Job: Dwg: Truss ID: J 1 Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - ffr 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: TOTAL 33.0 lief .0 _ HCS: 08.20.02 DESIGN INFORMATION j This design Is for an individual building component and has been based on Iformatba provided by the client. The designer ns any tesponsibUny for damages - a resudtaclakt of faulty or Incorrect information, specY(mtlons I and/or designs furnished to the truss designer by the client and the correctness or accuracy of fhb information as It may relate to a spe- cific project and accepts no respousibNty or exercises no control with regard to fw i-- tier, handling. shipment and installation of trusses. This tress has been designed es an individual building component In accordance with ANSI/TPI 1-1995 and MS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the destgo IoadbW shown j must be checked to be sure that the data shown are in agreement with the local building codes, Local ch natic recoils for wind m arrow loads, project specYkstbns or special applied bads. Unless shaven. truss has not been designed for storage or occupancy bads. The design assumes compression. chords (top or bodavol are comitnu- I oushy braced by sheathing unless otherwise specified. Wbere bottom chords in tension are not fully braced Laterally by a properly applied rigid cellbig, they should be braced at a maximum spacing of la-V 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 fabrlcatm's plans and to nallu a continuing respoosibllfty, for such verb ffoatlon. Any discrepancies are to be put in writing before cutting or fabricatlou. Prates shaft not be installed over knotholes. knots or distorted gram. Members shall be cut for tight flitting wood to wood bearing. Con- nector plates shall be located onboth facts of the tens with [mils fully Imbedded and shall be sym. about the joint unless allmwtse shown. A 5x4 plate is 5- wide x 4' keg. A 6x8 plate is 6" wide x 8- long. Slots (holes) ram parallel to the plate length specified. Double cuts on web members stag meet at the centrod of the webs unless otherwise shown. Connector plate sizes are minkn m, sizes based on the forces shown and may need to be increased for certain hand- ,', ling and/or erection stresses. This tram La not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional information on Quafty Control refer to ANSt/TPI I-1995 PRECAUTIONARY NOTES All bracing and erectimr recwunmdatlons arc to be followed I accordance with "Handling installing i4 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 I a straight and plumb pos- [ton and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential anderection bracing Is always requbed. Normal precautionary actionfor trusses requires such temporary bracing during '.. installation behmm trusses to avoid toppling and dominotng. The supervision of erection of trusses shagbe under the control of persons expertenced I the Installation of trusses. Professional advice shall be sought if needed. Concentration of constructionloads grater than the design loads shall not be applied to trusses at any thne. No loads other than the weight of the erectors shall be applied to tresses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPUFT D.L TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS- 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 L.-0.07" D=-0.07" T--0.15" MAX HORIZONTAL T07AL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RNB - 1.15 4-5-15 0-6-6 M WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of Multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. wndLod per ASCE 7-98, C&C, V- 12511ph, 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 ';non TCDL- 4.2 pelf, BCDL- 6.0 pelf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE...CSI 1- 2 -1753 0.33 9- 8 1553 0.34 2- 3 -1578 0.30 8- 7 1454 0.37 3- 4 -1383 0.31 7 6 13.3 0.13 4- 5 -1383 0.30 TI: J3 QTY:1 - =Joint Locations .............. 1) --. Os O 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ---MAX. REACTIONS PER BEARINIG Lt7CATION----- X-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROLL 0- 4- 0 701 168 -515 HOT PIN Ilk 7-4-0 12-5-0 1 2 4 5 6.00 3X6 4X8 2X4 6YR 3.00 Q l 6-11-12 11-9-12 9 7 702# 8.00" 6 11-1 ,f ie 645# 1.50" 0-3-8 (R1-179 I 19-5-8 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANS1/TPI 1-1995 8) scale = 0.3209 Maronda Systems). 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005006S tOW VANNESSA DFLOVIEDO.FL32766 Design: Mofrir Analysis 11U WIMUNG: 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 designand which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HiB-91 of TT9). ffruss Plate institute. M. is located at 583 D'Onafno Drive. Madison. Wlscmul 53719). JOB PATH: CATEE-LOKIHOMEDIR Eng. Job: DWg: Dsgar: TLY Chk: Truss ID: J3 Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0n BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V: 9 .02- 21 5 - 13 RCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPUFT D.L WO: CHEK3 WE: DESIGN INFORMATION This design Is for an IndlvWtial building component and has been based on lnformatfon pnc '" by the clent The designer disclaims any responsibility for damages as a resuh of faulty or Incorrect. information, specdkau- nd/or destgu furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- edk pr Jea and accepts no responsibility or merrises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an IndkMual building component to accordance will ANSI/7PI. 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect m pmfe kraal engineer). Who 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. localclimatic records for wind or snow loads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing uniesa otherwise specified. Where bottom chords In tension are not fully braced latetal(S by a properly applied rigid ceding. they should be braced at a maximum spacing of I(T-0' 0 Connector plates shad be manufactured from 20 gauge hot dipped gabranlzed steel meeting AS'IM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to vexCy that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- fkatbn.. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Instndct over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' king. A 6x8 plate 6" wide x 9" Long. Slots Busks) run parallel to the plate length specified. Double cuts on web members stall meet at the -trofd of the weba 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/M 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommmendatbns are to be followed in accordance with 'Handling Installing R Bracing', litB-91. Trusses are to be handled with particular care during landing and bundling, deliveryand tnstallat4on to avold damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- mlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always regntred. Normal preautbnary action for tnnwes requires such temporary bracing during bastallatmn between tnmses to avoid toppling and dominomg. The supervision of erection of trusses shad be under the control of persons experienced in the tmtallmtion of trusses. Professional advice shall be sought If needed Concentration of construction bads grater than the design iaads shad not be applied to trusses at any time. No bads other than the right of the erectors shall be applied to trusses unto after all fastening and tracing is compieted. TOP CHORDS: 2x4 SP #2 BOT MORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULEs Support 1 64# Support 2 1076# MAX LIVE LOAD DEFLECTION: L/999 L.-0.07" Da:-0.07" T.-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB . 1.15 7-5-15 0-6-6 i 11z Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, K- 15.0 ft, I. 1.00, Exp-Cat. B, Kzt. 1.0 Bld Type. Emcl L- 58.0 ft W. 20.7 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI 1- 2 -37 0.12 2- 3 296 0.30 3- 4 1196 0.44 4- 5 511 0.29 5- 6 235 0.15 BC ... FORCE ... CSI 13-12 7 0.17 12-I1 4 0.09 11-10 -323 0.11 10- 9 -430 0.17 9- 8 -174 0.10 8- 7 -170 0.10 TI: K QTY:3 s ___ •--Joint Locations==== ...... ===.a 1)0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION-_ - X-Loc Vert Horiz Uplift Y-Loa Type 0- 4- 0 185 173 -64 BOT PIN 11- 6- 4 1282 0 -1076 BOT H-ROLL 134-0 74-0 1 2 3 5 6 6.00 ,1tU L1i9 5X8 J-U-V 3-4-8 10.80 I 4X6 -6.00 0-6-6 1 T L 4-2-6 � n 8-0-0 3-4-Oi 119 4-0 13 11 11 IkI 9 g 7 185# 8.00" 1283# 3.50" CANT: 9-0-0 1-1-9 2048 0 (�(RI COSMk�I�1P'1? ATES 4) 2X4 j� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2803 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N005W68 1005 VANNPSSA DROVIEDOXI-32766 Design: Uarnx Aamlysts WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length.. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Ductall. structure may be required (See RIB-91 of TPO. (Truss Plate Institute, M, Is bated at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: CATFE-LOKIHOME IR Eng. Job: Dwg: Dsgur: TLY Coll: WO: Truss ID: K Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPI Code Desc: TOTAL 33.0 psf V•0 . 2- 9- 14 f)CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: WE: i DESIGN INFORMATION jThis design is for an hu"ual building cornponent and has been based on Informnation s provided by the client. The designer disclaims any responsibility for damages as a mutt of faulty or Incorrect information, specifications and/or designs furnished to the truss designer 3 by the client and the correctness or accuracy of this information as it may relate to a spe- ctnc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handlmg, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance wkF ANSI/TPI 1-19%amu NDS-97 to be tncorporated as part of the budding design by a Building Designer 'registered amliffect or professional engmeetl. When reviewed for approval by the building designer. the design loadings shown j must be checked to be sure that the datashown are in agreement with the local building codes. i localclimatic records for wend or snow bads. project specifications or special applied loads. Unless shown, teas has not been designed for storage or occupancy bads. The design assumes compression chords )top or bottom) are contlmu- ously braced by sheathing unless otherwise speclled. Where bottom chords In tension are not fully braced laterally by a property applied rigid cedhiC they should be traced at a msximwn spacing of IVAr o.c. Connector plates shall be manufactured from 20 gauge hot upped galvanized steel meeting AMM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shallreview this drawing to verify that this drawing. is in conformance with the fabricator's plans and to realize a continuing responslbWty for suchveri- f1 abut. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall notbe installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con. ; nector plates shall be located on both faces of the truss with rolls 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 parallelto the plate length specified. Double cuts on web members shall meet at the cerntrob of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the forces shown and may needto be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber "I— otherwsse shown. For additional tnf.tion on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recomnnendatior s are to be followed in accordance with handling Installing R Bracing'. HIB-91. Trusses; are to be handled with particular are during landing and trundling, delivery and installation to "void damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- !. ition and for mating lateral forces shall be designed and b rtalled by others. Careful hand- ling is essential and erection tracing is always required. Normal precautionary action for trusses requires such temporary bracing during lnsta0allon between trusses to avoid lopplhig and dominoing. The supervision of erection of trusses stall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at. any it... No Inds other than the weight of the erectors shall be applied to lnucses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHDRDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 50 Support 2 1127# MAX LIVE LOAD DEFLECTION: L/999 L--0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 6-5-15 0-6-6 [I- 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 ccmposite result of multiple loads. WhdLod 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= 20.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf IWact Resistant Covering and/or Glazing Req -TC ... FORCH...CSI 1- 2 74 0.17 2- 3 291 0.20 3- 4 1142 0.29 4- 5 976 0.28 5- 6 355 0.28 ..BC ... FORCE ... CSI 11-10 -18 0.18 10- 9 -350 0.14 9- 8 -256 0.15 8- 7 -260 0.19 TI: K1 QTYA = == ====Joint Locations======== 1) 0- Oa ===sa=wa 0 5) 15- 4- 0 9) 11- 4- 0 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 4) 11- 4- 0 8) 15- 4- 0 ----MAX. REACTIONS PER BEARIIIG LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 181 -56 DOT PIN 11- 6- 4 1282 0 -1127 BOT H-ROLL 11-4-0 4-040 1 2 3 6 3-4-8 10.80 I 4X6 4X8 0-" T M-0 T 3-2-6 Pm 8-0-0 3-4-0 9-4-0 11 10 8 186# 8.00" 1282# 3.50" 1-1_g CANT: 9-0-0 Zas-o �(RI 11-9 COS1L7) A (4) 2X4 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 scale = 0.2922 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNeSSA DROVI£DOXI-32766 VVAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the budding desiger. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locelions determined try the building designer. Additional tracing of the overall strucium may be required. ISee HIB-91 of TPI) Ohms Plate Institute. TPI. is bated at 593 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: K i Date: 4-21-03 Durfac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Manx AAolysts JOB PATH: CA7EE-L0K010MEDIB 11CS: 0&20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Irdorumlin. provfded by the client. The designer disclaims any responsl6Wty for damages as a result of faulty or Incorrect infomatlon. specifications and/or designs furnished to the truss designer by the client andthe correctness or accuracy of this Information. as It may relate to a spe- 'cdk project and accepts no responsibility or exercks no control with regard to fabrMr- lion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance wttb ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building destgn by a Building Designer (registered architect or professional engfneerl. 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 recordsfor 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 Pop or bottom) are cmdinu- ously braced by sheathing unless otherwise specified. When bottom chords in tension are notbully braced laterally by a properly applied rigid ceiling they should be braced at a maxbman spacing of la-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gakrantsd steel meeting. AMM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shalt review this drawing to verify that this drawing is In conforma ace with the fabricators plans and to realize a continuing responsibility for such. vert- ticatlon.. 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 -nectar plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unkss otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6" wide x 8- king. 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 sties are mmtmum sizes based on the forces shown and may need to be Increased for certain hand- Ifng 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 Instalhag @ Bracing, HIB-9 I. Trusses are to be handled with particular sae during banding andbundling, delivery and Installation to avow damage. Temporary and permanent bracing for holding trusses In a sbalght and plumb pos- Rion and for uesistfng lateral forces shall be designed and trntalled by othem. Careful hand - "is essential and erection bracing is always regptred. Normal precautionary action for trusses requires such temporary bractng during hlstallalkin between tntsses to avoid toppling and dominohrg. The supervision of erection of trusses shalt be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPUFT D.L. TOP CBOMI)S: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V. 125nph, K- 15.0 ft, Ia 1.00, Ebcp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft W. 20.7 ft Truss in END zone, TCDL= 4.2 psf, BCDLa 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 I,a-0.02" Da-0. " MAX 13DRIZONTAL " Ta 0.02" MAX HORIZONTAL T. 0.01" RMB - 1.00 5-5-15 0-6-6 i WO: CHEK3 WE: El: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any subluittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCBEDULE: Support 1 640# Support 2 856# Support 3 356# 02 T=-0.04-TC ... FORCE ... CSI ..BC ... FORCE ... CSI Concentrated LBS TOTAL LOAD DEFLECTION: 1- 2 -806 0.23 13-12 683 0.15 TC Vert L+D -120 17 2- 3 -609 0.22 12-11 476 0.21 BC Vert L+D -1449 1 LIVE LOAD DEFLECTION: 3- 4 -51 0.44 11-10 -29 0.16 BC Vert L+D -79 17 4- 5 -51 0.44 10- 9 -2205 0.27 ----MAX. REACTIONS PER 5- 6 -795 0.22 9- 8 703 0.33 X-Loc Vert Horiz Upl 8- 7 693 0.29 0- 4- 0 615 82 -CA 12-10- 0 2435 0 -85 20- 6- 4 546 0 -35 120d 8-0-0 3-4-0 1 2 4 6 6 0000 5X6 2X4 4X9 -6 R. TI: K2 QTY:1 --=Joint Locations-=.======a=aa=a al) 0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 1- ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 Location -4-0 7- 4 -4- 0 BEARING LOCATION----- ift Y-Loc Type 0 BOT PIN 6 BOT H-ROLL 6 BOT $-ROLL JAV axo 16X8) 6X8 -3-v-u 113 12 616# 8.00" (RI-1-7) Ifl 20-8-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI I-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)323-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE b0050068 I005 VANNE99A D20VIEDO.FL32766 Design: Matra Analysis 0-6-6 2-2-6 T 3-" I n 2435f1 4.00" 546# 3.50" I d4442-10-0 79# (R1-1-7) Over 3 Supports scale = 0.2922 1t11A1M1111U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. -Job: Wig' Dsgnr: TLY TC Live chi: 16.0 psf , Truss ID: K2 Date: 4-21-03 DurFac - Lbr: 1.25 Bracing shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 witch is a part of the building design and witch must be considered by the building designer. Bract[ng. shoot is for latersnl support of truss members only to reduce buckling length. Pornislons must be B�, Live 0.0 psf O.C. St�YQCIr1 24.0" 9• made to anchor lateral. bracing at ends and specified locations determined by the building deslgnrcr. Additional bracing ofthe rnera0 structure may be requnked. (See HIB-91 o(Ti'l). BC Dead 10.0 psf DQSInn Criteria: TPI ClTvss Plate Institute. TPI, is located at 583 D'Onofrb Urtve, Madison, Wisconsin 537191. Code DQ$C: TOTAL 33.0 psr •09 05. - 16 2- 16 JOB PA77/: C.175E-LOKI110MmfR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. CHEK3 WE: DESIGN INFORMATION This design Is for an IndfMisal building component and has been based on mforamtbn provided by the client. The designer disclalms any r'spo siblllty for damages as a. mutt of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this bidun atmn as it may relate to a spe- ckle project. and accepts no responsiblhty or exorcises uo control with regard to fabrica- tion. handling shipment and installation of trusses. This incase bas been designed - an Individual building component in accordance wal ANSI/TPI I-19% and NDS4W to be Incorporated as part of the building design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the budding designer. the deafgr 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 o snow loads. project spectlicanwrs or special applied bads. Unless shown, truss has not been designed for storage o occupancy lads. The design asv ones compression chords (top or bottani are oontintn- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a prp�iy applied rigid cdltr:g, they should be brand at a maximum spacing of )a-0, o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanb=d steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwfng to verify that this drawing is in conformance with the fabriator's plans and to realize a continuing respons161ifty for such vert- ficat:ion. Any discrepancies, are, to be put in wr#" before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut (o tight fitting woad to wood bearing Con- necto plates shall be touted 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" bong. A 6x8 plate 1s 6' wide x 8" ling Skits (hoks) 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 are minimum st"s based on the forces shown my y need to be increased for certain hand- ling and/or erection stresses. This thus Is not to be fabrated with fire retardant treated lumber unless otherwise shown. Fo additional information on Quality Control refer to ANSI/'IPi 1-1996 PRECAUTIONARY NOTES Ali bracing and erection recommerndalsons are to be follows[ 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 muses in a straight and plumb pos- Itbn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing 0 always required. Nonnal precautionary action for trusses requtm such temporary bmchng during Installation between muses to avoid toppling and dorminoing The supervision of erection of trusses shall be under the control of persons mperienced Inthe installation of trusses. Pmfes rsonal advice strait 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 untA after all fast<nmg and bmctng is completed. TOP CHORDS[ 2x4 SP #2 BOT CHORDS: 2x4 SP #2 NEW. 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" Tah-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTIONS T- 0.03" RMB - 1.15 4-5-15 0-6-6 4 I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, ftp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 58.0 ft W- 13.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 926 0.30 7- 0 -747 0.16 2- 3 -766 0.32 0- 6 -962 0.21 3- 4 0 0.29 6- 5 -587 0.27 TI: K3 QTYA - Joint Locations=..-_.---.. 1) 0--0-a—.-� 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 BOT PIN 12-10- 0 422 0 -408 HOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE s Support 1 206# 7-4-0 1 2 4 6 0000 4X8 2Yd 3X4 4-2-6 3.00 —_J 1-3.QQ o-s-0 I I 6-0-0 6 0 0 7 I 487# 8.00" 5 1-1-9 423# 4.00" a e (R1-1-7) 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4674 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DnOVIEDO.PI-37766 Design: Matrix Analysis WFLKININU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: B—Ing shown on this drawing is not erection bracing, wind bracing portal bmcfng or strnlbr bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing atends and specified batons determined by the budding designer. Additional bracing of the ovem8 structure may be required. (See HIB-9I of Tpil. (Truss Plate Institute. TPl, Is bated at 583 D'Onofrlo Drive. Madison. Wiscomsm 537191. JOB PAM: CATEE-LOKWOMEDIR 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 [)sf Truss ID: K3 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L WO: DESIGN INFORMATION This design is for an Indfvldual building component and has been based on irdormation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information.. specifications and/or designs furished to the truss designer by the client and the correctness or accuracy of this information as. It may relate to a spe- cUb project and accepts no responsibility or ecerclses no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual buildingcomponent in accordance with ANSI/TPI 1-190 and NDS97 to be incorporated as part of the budding design by a Building Designer (registered architect or professionai 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 bugling codes, local clhnstic records for wind or snoar Toads, project spec4lmtfons or special applied loads. Unless shown, truss has not been designed for storage m occupancy loads. The design assumes compression chords ttop 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 r Wd ceiling, they should be braced at a maxtmnmr spacing of la-0" o.c. Connector plates shall be manufactured Ginn 20 gauge hot dipped gahardzed 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 drawing is in conforance with the fabricator's plans and to realize a continuing responsibUlty for such verl- Mallon. Any discrepancies are to be put in w"Ung before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fittingwood to wood bearing. Con. nector plates shad 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' wile x W long. Slots (holes) run pataget to the plate length specified. Double cuts on web members shag meet at the centmid of the webs unless otherwise shown. Connector plate slites are 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 fabricated with fire retardant treated himber unless otherwise shown. For additional infomation on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling InstaWng h BmcbW. 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 straightand phimb pos- ition and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is airways required. Normal precautionary action for busses requires such temporary bracing during Installation between trusses to avoid toppgng and dominotng. The supervision of erection of trusses shag be under the control of persons experienced in the Wtallatian of trusses. Professional advise stall be sought 6 needed. Concentration of cotsttuctfon loads greater than the design badsshag not be applied to trusses at b any time. No ads other than the weight of the erectors shall be appliedto trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 Ir0.03" De-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTIONS T- 0.05" RMB . 1.15 0-6-6 0-d 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. WndLod per ASCE 7-98, C&C, V. 125atph, H. 15.0 ft, I= 1.00, Eacp.Cat. B, Rzt- 1.0 Bld Type- Encl L- 58.0 ft W- 13.3 ft Truss in EtID zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE...CSI .-BC ... FORCE ... CSI 1- 2 923 0.58 6- 5 789 0.16 2- 3 964 0.59 5- 4 789 0.16 6.00 4X6 TI: K5 QTYA ..Joint Locations =era===aasa �1)s=0 a0=sees - 0 3) 13- 4- 0 5) 6- 8- 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 491 36 -550 BOT pint 13- 0- 0 492 0 -589 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER S(mEDQLEt Support 1 550# Support 2 589# ice-- 3-10-0 � 3-10-0 -� 3.00J1 3.00 0-6-6 I 1 6-0-0 6-0-0 6 492# 8.0011 4I i 1-9 492X 8.0011 GABLE (16) 2X4 13-4-0 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-" o.c. scale = 0.4296 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DF-CMEDO.Pt.32766 Design. • Matrix Attafysts TyPiKMIMU: 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 bugdtng 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. ISee HIR-91 of TP9. (Truss Plate Institute, TPI• is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). JOB PAM: CATEE-LOKWOMED/R Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: K5 Date: 4-22-03 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 IndtvMual building component and has beenbased on Infarmatlen pl-lded by the client. The designer disclaims 1 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 a may relate to a ape. cilk project and accepts no responsibility or exercises no control withregardto fabrica- tion. handling. shipment and installation of trusses. This taus has been designed as an Individual building component in accordance war ANSI/TPI 1-I995 and NDS-97 to be incorporated as part of the building design by a Building Designer inrgestered architect or pFQ(cwWnal ergboeed. When reviewed for approval by the building designer. the design loadings shown 1 must be checked to be sure that the data shown are br agreement with the local building codes. local cllmauc records for wind or snow loads. project specifications or special applied loads. rimless sham. truss has not been designed for storage or occupancy loads. The design a"u nes 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 tlgdceding they should be bracedat a maximum spacing of l0"-0' o.e Connector photo shall be manufactured from 20 gauge hot dipped gaWantrsd steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall renew this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallze a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shalt not be Installed over knothoks. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with tags fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is F wide x 4' long. A 6x8 plate is 6 wide x 8' long. Slots (holes{ run parallel to the plate lingh specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sloes are ra mimum sizes based oo the forces shown arw' :coy --a t., be I.xra: :or cer" twn_- lung and/er erection stresses This Lvss is trot to be fabricated with fire retardant treated dumber unless otherwise shown. Pon additional Information on Quality Control refer to ANSlrM 14995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling installing & Bracing". HB-91. Tnnao are to be handled with particular care during banding and bundling, delivery and butallat:on to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- LLton and for resisting lateral forces shag be designed and Installed by others. Careful hard- : Iing is essential and erection bracing is always required. Normal precautionary action for to asses requires such temporary bracing during installation between tfussm to avoid low and domtrrokrg The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought H 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 orators shall be applied to �.. trusses auto after all fastening and bracing is completed. V JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L QTY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be _ ==== ==Joint Locations ====........... =1) =0- WEBS: 2x4 SP #3 positioned to provide equal unbraced 0- 0 3) 12- 6-10 5) 2) 6- 3- 5 4) 12- 6-10 6- 3- 5 2x4 SP #2 2 SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge 6) Q- 0- 0 BEAR. BLR: 2x8 SP #2 of web with w/30x 0.120" nails spaced 8- o.c Brace must extend at least 90% of web length ------------ TOTAL DESIGN LOADS ............ Uniform Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14,-0a. PLg From PLF TC Vert L+D -46 -1-10- 9 -46 To -1- 2-15 continuously braced unless noted otherwise. MULTIPLE LOADS -- This design is the composite result of multiple loads TC Vert L+D -9 -1- 2-15 -9 BC 13- 2-10 Nb4Lod per ASCE 7-98, CSiC, V= 125mph, Shim or wedge if necessary to achieve full bearing, err L+D -10 Concentrated 0- 0- LBS 0 -10 12- 6-10 Location Hft, I= 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCBBDULE: TC Vert L+D TC Vert L+D -35 2- 0- 5He,1Ty Bld Type= Earl L= 58.0 ft W. 12.6 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 Support 1 609# Support TC Vert L+D -87 -127 5- 9- 7-10 2-14 psf or Glazing &� Inpacrt RResiAX 2 591# PRC7VIDR HORIZONTAL COtaiEMON PER SCHEDULE TC Vert L+D BC Vert L+D -202 12- 0- 1 issttanLOAD Dering'faannN L/608 at JOINT # 5 Support 1 262# BC Vert L+D -21 -53 2- 5- 0- 5 7-10 L=-0.24a D= 0.08o Ts-0.16a MAX HORIZONTAL TOTAL LOAD DEFLSGTIONz ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 BC Vert L+D BC Vert L+D -64 -40 9- 12- 2-14 0- 1 T= 0.051 1624 0.90 6- 5 -1780 0.31 2- 3 1694 1.00 ----MAX. REACTIONS PER BEARING LOCATION----- - RMB = 1.00 13-1-14 366 262 5 HOT PIN 1 2 3 3.33 6X1 0 6 6 2-6-5 2X4 — 4-5-10 0-6-1 3X4 T -- 3X8 3X6 1-7-12 6X12 3X4 _k4 1.68 I a9-9 11-9-1 6 5 4 367# 9.56" 547� 1-10-9 (Rl-lo-7) 12-6-10 EXCEPT AS SHOWN PLATES ARE T120 C.A 2TFSCED PER ANSI/'rPI 1-1 5 64p 4 Lromda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Merit Analysis 2.5011 08-0 (Ras-s) scale = 0.4437 ARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: . A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: L CONTRACTOR. Dsgnr: TLY Chic: Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown an lilts drawing Is not erection bracing. wind bracing, portal bracing or similar bracbug whk-lm is a par of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf - DurFae - Pit: 1.25 shownis for lateral support of truss members only to reduce buckling length. Provisions must be BC [Ave 0.0 par O.C. Spacing: 24.0" made to anchor lateral bracing at ends amh specified to anions determined by the budding designer. Addltiona] bracing of the overall structure may be required. (See HIB-91. of M). BC D Dead lo.o psf Design Criteria: TPI [muss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin53719). ,,f Code Desc: FLA TOTAL 33.0 psf V: 2- � - JOB PATIi: C:ITEELUXI/fOMF�IR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual budding �.. component and hasbeen based on ttrfwmatlon provided by the client. The designer disclaims 1 any responsibility for damages as a result of faulty or Incorrect hdomra ion. specifications and/or designs furnished to the truss designer dry the client and the correctness or accuracy of this information as it may relate to a spe- ci is project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installaton of trusses. Tads tress 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 Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be cheeped to be sure that the data shown are in agteemmt with the brad 6udldtng codes. local _=mall= rerxrndt for wino_ or arrow foals. project specifications or specialapplied loads. Unless shown. truss has not been designed for storage or occupancy Inds- The design assumes compression chords (top or bottom) are continu, e. cusly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maxiotum spacing of 10--0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvardoed steel. meeting ASIM A 653. Grade 40. unless otherwise sbcwn. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plus and to Ieagle 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 gram. Members stall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on bothfaces of the truss with nails 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 8" long. Slots (hoksl run parallel to the plate length specHkd. Double cuts on web members shall meet at the centmid of the webs unkss otherwise shown. Connector plate sties are menlm= sites based on the forces shown and nay need to be increased for certain hand - Hog 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/'fPl 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing @ Brscing'. HIB-91. Trusses are to be bandied with particular cue during banding and bundling. delivery and Installation to avoid danagc. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateralforces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required Normal precautionary actionfor trusses requires such temporary bracing during installation between Irises to avoid toppymg and dominotag. 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 shall not be applied to trusses at any time. No loads other than the weight of the erector shad be applied to trusses until after all fastening and bracing 1s completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Li QTY:2 TOP CHORDS: 2x12 SP #2 HOT CHORUS: 2x8 SP #2 NEW: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECTION: L/999 L=-0.10" D--0.10" T=-0.20" MAX HORIZONTAL. TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 111 4" span framed to BC one face Or 9" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V. 125aph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rztw 1.0 Bld Type. Encl L= 58.0 ft W. 8.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 RMB = 1.00 2-PLYS REQUIRED 3-0-0 _ ____=__=====Joint Locations========a=====. 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF 7:0 TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 -397 BOT PIN 8- 8-12 866 0 -397 BUT H-ROLL This truss has not been designed for ROOF PONDING. Building designer mist provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8 1 2 3 8XI0 AVQ 3x6 SX6 SW 3.50" s-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNE86A DR.CMEDO.FL32766 Desigm Malrfx Analysis OUHKM1149J: 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 sindiar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown s for lateral support of tress 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 TPI(. miss Plate Institutc. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537 M. JOB PATH: CA EE-L0KWOMEDIR 3-0-0 I 4 SW 3.50" 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 scale = 0.7000 Truss ID: Ll Date: 4-22-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 21714- 5 RCS: 08 20.M JB: CHESAPEAKE K 3 AC: 10# UPLIFT DESIGN INFORMATION This design is for an Indfvidual building component and has been based on Information provided by the client_ The designer disclaims any mponsib(ity for damages as a result of faulty or incorrect hfomratlon. specifications and/or designs fundshed to the truss designer by the client and the correctness or accuracy of this Information as C may relate to a spe- ci is project and adeptsno responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of trusses. 'this truss has been designed as an ndWldual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part of the building designby a Budding Designer Iregbtered architect or professional eng meed. When reviewed for approval by the building designer. the design badbV, shown must be checked to be sure that the data shown are In agreement with the local building codes. tool rustle records for wind or snow leads, pmled specia attons 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 con:tnu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'O- o.c. Connector Plates shad be manufactured from 20 gauge hot dipped gahanhed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fkation. Any discrepancies are to be put in writlng before cutting or fabrication. Plates shall mat be Installed Over knotholes. Inns or distoted grab°. Members shall be cut for tight fitting wood to wood hearing. 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 B 6- wide x 6' long. Slots Qrolesf run parallel to the plate length specified. Double cuts on web members shag meet at the centrofd of the webs unless otherwise shown. Connector plate sixes are minhnum sties based on the form shown. and may need to be increased for certain hand- nng and/or erection stresses. This truss is not to be fabricated with fire retardant healed lumber unless otherwise shown. For additional bmformatbn on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing tie 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 tresses in a straight and plumb pos- ttbn and for resisting lateral form shag be designed and installed by others. Careful hand - Wig Is essential and erection bracing is always required. Normal precautionary action for tnmses requhes such temporary bracing during Installation between tnme5 to avoidtoppling and dominoing. The supervision of ersctbo of trusses shag be under the control of persons experienced in the ustsWU." of trusses. Professional advice shagbe sought If needed. Concentration of construction bads greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. CHEK3 WE: TI: L2 QTY:2 TOP CHORDS: 2x4 SP #2 D HOT CHORDS: 2x4 SP #2 Continuous lateral bracing attached to ® = =_=====Joint Locations=====a== WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MIDST be 1)a=d- 0- 0 3) 12- 6-10 5)";'-';,- 5 2x4 SP #2 2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 of web with W/3"x 0.120" nails spaced 8" o.c ------------ TOTAL D3SI(2C LOADS ............ Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". Uniform PLF From PLF Tp All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -46 BC Vert L+D -10 -1-10- 9 -46 0- 0- 0 13- 2-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated -10 LBS Location 12- 6-10 WndLod per ASCE 7-98, CbC, V. 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 H. 15.0 €t, I- 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CC*RMCTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 3- 9- 1 Bld Type- Encl La. 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D -70 6- 1-15 -98 8- 6-12 in END zone, TCDL= 4.2 pelf, BCDL= 6.0 psf Support 2 591# TC Vert Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CObMCTICki PER SCHEDULE 1 L+D BC Vert L+D -127 10-11-10 MAX LIVE LOAD DEFLECTION: L/577 at JOINT # 5 Support 1 263# BC Vert L+D -6 1- 4- 4 -19 3- 9- 1 La-0.25" D= 0.00" T=-0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 BC Vert L+D BC Vert L+D -44 6- 1-15 -60 8- 6-12 T= 0.06" MAR HORIZONTAL LIVE LOAD DEFLECTI +3l# -2252 0.81 6- 5 2129 0.52 2- 3 - 06 0.92 5- 167 0.47 HC Vert L+D ----MA%. REA -76 10-11-10 PER BWUUM LOCATION ----- T= 0.06" 48# 70# 9 L c-10 Ver z Uplift RO TOPS H RMB = 1.00 13-1-14 0- 4-13 678 263 -609 PIN 1 2 3 4-5-10 0-6-1 1-0 '3 33 1.68 I 0-1-0 T 1-77-7 I 0-74 i 11-6-10 6 5 4 678# 9.56" 1-10-9 719# 2.50" (111-10-7} 12}6-LO �0-8-0 EXCEPT AS SHOWN PLATES ARE GA TESTED PER ANSI/TPL 1-1995 + 44N 60>Y 76 scale = 0.4437 2-6-10 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDO.Ft-32766 Design: Marra Analysis WlkKININU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwhrg is no erection bracing, wind bracing. portal bracing or simflar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified orations determined by the building designer. Additional bracing of the overall structure ray be required. (See HIB-9I of TPp. (Truss Plate Institute. TPI, is looted at 583 D'Ono(zto Drive. Madison. Whsconsn 53719). JOB PAT71: C:17EE-LOKIHOMEOIR TOTAL Erg. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf 33.0 Dsf Truss ID: L2 Date: 4-22-03 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L3 ATV-2 DESIGN INFORMATION This design is for an individual building jcomponent and has been based on Information i provided by the diem- The designer disclaims any responsibility for damages as a result of i faulty or Incorrect information. specifications and./or designs fumhhed to the truss dotgner by the client and the correctness or accuracy of this Information — it may relate to a ape- 7 else project and accepts no responslbday m esetctses no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an e uWWual buddhng component in accordance with ANSI/7PI. 1-1995 and NDS-97 to be tnmrpotated as part of the building design by a Budding Designer (registered architect or professional. engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local ellbratfe remnds for uW W or snow [Dads. ;. project spacgicati— or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- j ously braced by sheathing unless otherwise specific& Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 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 cenfarmance with the fabricators plans and to realize a continuing responagAdy for such Vert - Marron, Arty discrepancies are to be put in j writing before cutting. or fabrication. Plates shaft not be installed over knoUnoles, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con - nectar pates shag be located on both faces of the truss with nails fully imbedded and shah 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. Slob (hole) run parallel to the plate length specHkd. Double cuts on web j members shad meet at the centroid of the webs unless otherwise shown. Connector plate sties are minimum stirs based on the force shown and may treed 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 p ANSI/TF1 1- 1995 PRECAUTIONARY NOTES All tracing and erection recommendations are to be followed In attendance with 'Handling Installing & Bracing'. HIB-91. Tosses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straightand plumb pos- itloo and for resisting Yterai forma shalt be deslgncd and installed by others. Careful hand - Wig is essential and erection bracing isalways r pilred. Normal precautionary action for trusses requires such temporary bracing during hisfallatbn betweentrusses to avoid toppling and dorm ohng. The supervision of erection of trusses shall be under the control of persons experienced inthe Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the deslgt Iaads stall not be applied to trusses at any time. No bads other than the weight of Use erector shall be applied to trusses until "1" all fastening and bracing B completed. TOP CHORDS: 2x12 SP #2 BUT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L=-0.16" D=-0.17" T--0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.04" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 4" span framed to BC one face 01 0" span framed to TC opposite face WadLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I- 1.00, ExP.Cat. B, Rzt- 1.0 Bld Type. Encl L- 58.0 ft W= 8.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI BC ... FORCE ... CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 == -= _= Joint Locations ... ===aaaaawaaa 1)0 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ---MAX. REACTIONS PER BEARING; LOCATION----- X-LoC Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 BOT ' R-ROLL This truss has not been designed for ROOF PONDING. Building designer mist provide in. de ft min in to prevent poading. (0.25 ape to drain). Truss mist be marked to prevent UPSIDE DOWN erection. RMB w 1.00 2-PLYS REQUIRED Ilk 8-10-8 1 2 3 8X10 AV9 3X6 5X6 1394# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE T1.20 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 VAN"FSSA DttOViEDOXI-32766 Design: Martz 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. windbracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding 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 specified locations determined by the budding designer. Additional bracing of the overall structure may be required- (See HIB-91 of TKO. ft7uss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR 3-0-0 �� ■m I 4 1394# 3.50" scale = 0.7000 Eng. Job: WO: CHEK3 Wig: Truss ID: L.3 Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psr DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V, 0 _ HCS: 08.20.02 DESIGN INFORMATION This design is for an truthrid.ml budding cmnponent and has been based to matbn 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 correct— or accuracy of this information as it may relate to a spe- cific protect and accepts no repo fiollfty or 1 exercise no control with regard to fabrira- ibn- handWrg, shipment and msta la(lon of trusses. This teas has been designedas an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding I Designer (regstered architect or professional engineer). When reviewed for approvd by the building designerthe design loadings shown must be checked to be sure that the data shown iare in agreement with the local budding codes. local ci6m"tic records for wind or armor loads. Project spetlfieat(mrs or special applied loads. Unless shown, tens has not been deigned for I storage or occupancy loads. The deign assumes rnmpresston chords mop or botto n) are contirru- j ously braced by sheathing unieas otherwise specified, where bottom chords intension are not fully braced laterally by a properly applied rigid ttdW& they should be braced at a maldmtan spacing of 147-0" O.C. Connector plates shad be manufactured (nwn 70 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawbng to verify tint this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vwi- ficatton. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be Installed over kndholes. knots or distorted gram.. Members shad be cut for light fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shad be sym about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) tun paralkA to the plate Imgh specified. Double cuts on web members shall meet at the centrold of the wets unless otherwise shown. Connector plate stun are mWmum slum based. on the forces shown and may need to be Increased for cenaka hand- ting and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. H16-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- BJon and for resisting lateral forces shad be designed and installed by others. Careful hand- ling Is essential and erection bracing is always "nuired. Normal precautionary action for trusses requhes such temporary bracing during hlstaliaboo betwew trusses to avoid toppling and doromoin& The supervnbn of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shad be sought If needed. Concentration or construction bads greater than the design bads shad not be applied to trusses at any time. No bads other than tire weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Encl L. 58.0 ft W. 10.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L.-0.08" D= 0.02" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" IMB . 1.15 WO: CHEK3 WE: Ti: M ATY:12 Analysis based on Simplified Analog Model. __i ____ra= =Joint Locations ............... MULTIPLE LOADS -- This design is the 1)0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type Sham or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H-ROLL bearing. 0- 4- 0 432 243 -448 BOT PIN PROVIDE UPLIFT CONNE<TION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 448# Support 1 243# Support 2 518# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 4 0000 0-1-8 T 1$1 2-6-5 2.00 0-80 ( 10-0-8 6 433# 8.00" 5 4 1-7-2 le 358# 2.5011 (11110-8-8 (n (R�0-2-15) EXCEPT AS SHOWN PLATEESS j ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4694 ■ (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Andysis WAKN1N4: 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, potUJ bnctn g or similar bracing which is a part of the budding design and which must be considered by the budding designer. Brecurg shown s for lateral support of truss members only to reduce buckling length. Rovlslons must be made to anchor sterol brachrg at ends and specified lomtbrs determined by the building designer. Additional bracing of the overall structure may be required- (See 1418-91 of TPB. Hiss Plate institute. TP1. is located at 583 D'Onofr/o Drive. Madison. WscomIn 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: M Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA JOB PA771: C-.•IIEE-LOKWOMEDIR HCS: 08.20.02 DESIGN INFORMATION ThB design Is for an bnd(viduat buckling component and has been based on (nfminatfon provided by the client. The d-W— di-lahms any responsibility for damages as a result of faulty or Incorrect tnformelbn. specifications and/or designs furnished to the truss designer by the client and the cotrectness or accuracy of this Information as it may relate to a spe- c1fic projectand accepts no responsW Wty or exercises no control wfth regard to fabrics- tion. handling. shipment and Installation of trusses. This truss has been designed — an Individual budding component in accordance with ANSI/TPI 1. 1995 and NDS-97 to be tric-porated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designerthe design loadings shown must be checked to be sure that the data shown are in agteement with the kKml budding codes. local dlmafle tncorb [or word or srrow loads. project specdfrBtlow or special applied leads. Unless shown, truss has not been designed for storage or occupancy bads. The desigi i assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specdbd. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 10 -W o.c. Connector plates shad be manufactured (ram 20 gauge hot dipped gah—deed steel meeting AS7M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revkw this drawn* to vertfy, that this drawing Is In conformance with the fabricator's plans and to realize a continuing respons"Itty for such ver- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Wtalledwen knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beening. Con- ne tor platen shad be located on both faces M the truss with nails fully imbedded and shad be sym about the Joni unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6' wide x 8" long. Slob (holes) nun parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based an the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabrkated with fire retardant treated lumber unless otherwise shown. For additional information ou guallty Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES An b c Mg and erection recommendations are to be followed in accordance with -liandnng installing h Bracing'. NlB-91. Trusses are to be handled with particular care during banding and bundling, delivery and pasta loon to avoid damage. Temporary and permanent bracing for holding masses In a straight and plumb pos- Won and for resisting lateral forces stall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Instanallon between trusses to avoid topph" and dmd non* The supervision of erectort of tosses shall b 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 shaft not be applied to trusseat any time:. No loads other than the weight of the erectors shall be applied to tosses until after all fastening and bracing is completed, JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDE= i 2x4 SP #2 WildLod per ASCE 7-98, C&C, V. 125aph, H- 3-5.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 40.0 ft W- 10.2 ft Truss in END zone, TCDL. 4.2 psf, HCDL. 6.0 psf Iutpact 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 LARD DEFLECTION: T- 0.06" RMB - 1.15 0 CHEK3 WE: TI: N ATY:2 MULTIPLE LOADS -- This design is the aa�0 =• a -- -- ---Joint Locations-==.= .......... ccuposite result of multiple loads. 1) -0- 0 3) 10- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 4) 10- 3- 0 continuously braced unless toted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- Shimor wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 417 264 -419 BOT FIN PROVIDE UPLIFT CONNECTION PER SCH®UL,S: 10- 1-12 331 0 -520 BOT H-ROLL Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 2 520# Support 1 264# TC... FORCE ... CSI-BC... FORCE ... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 10-3-0 1 2 3 00 2.00 I 0-8� I 9-7-0 5 4 418# 8.00" 3321� 2S0" 1-7-2 1 (R1-7-0) via 10-3-0 EXCEPT AS SHOWN PLATES ARE T120 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 DROVIED0.1t.32766 Design: Minrir Ana4wis rUF1IKM1R9j: 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 stmllar bracing which Is a part of the building designand which must be considered by the budding designer. Bracing shown is for lateral support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building destgner. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss Plate institute. TPI, is located at 583 D'O nofrio Drive, Madison. Wisconsin 53719). JOB PATH: CATEE-LOKWOMEXR 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 vsf scale = 0.4971 Truss ID: N Date: 4-22-03 Durfac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: W20,02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the ben. The designer disclaims any responsibility for damages as a result of faulty m Incorrect reformation. specifications and/or designs fundshed to the tear designer by the client and the correctness or accuracy of this information as it may rest, tin a spe- cglc project and accepts no mponsfbUtty or oourlses an control with regard to fabrics Lion, handling, shipment and hutalstfon of messes. This toss has been designed as an Individual building component In accordance will ANSI/TPI 1-1995 and NDS-97 to be Incorporated as partof the budding design by a Building Designer (registered architect or professional engbneed. 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 chmatl, records for windor armor 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 conanu- ousty braced by sheathing unless otherwise specNkd- Where bottom chords In tension are not fully braced laterally by a property applied rigid celling, they should be braced at a maxanum Spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge lot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise. shown. FABRICATION NOTES Prior to fabrication, the fabrkator shall review this drawing to verify that this drawing Is In conformance with the fabncatoes plans and to realize a continuing responsdrd" for such veri- fkalion. Any discrepancies are to be put in Writing before cutting or Fabrication. Plates shall not be Installed over knothoks. knots or distorted grain Members shalt he cut for light flitting wood to wood tearing Con- nector plates shall be scaled on both faces of the truss with mils fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A Bxe plate is 6" wide x 8' king. Slots (holes) run penile{to the plate length specified. Double cub on web members shag meet at the certroid of the webs unless otherwise shown. Connector plate sizes are minimum. $I'— based on the forces shown and may need to be increased for certain hand- ling and/or erection stnesso. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional krn kdormaton Quality Control refer to ANSIMI 1-1995 PRECAUTIONARY NOTES AD 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 b md1ing, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for restating lateral forces shag be designed cared Installed by other. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during bl b&tfan between misses to avoid t"ppting and domaoing. The supervision of erection of trusses shag be under the control of persona experienced in the Installation of trusses. Professional advice shag be sought g needed. Concentration of construction bads greater than the design bads shag not be applied to tosses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WE8S: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C6rC, V- 125uph, E. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft w= 7.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D- 0.00" T=-0.02" MAR HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" NM HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 Ti:O QTY:2 MULTIPLE LOADS -- This design is the =_==a=a: =====a7oint Locations ===>== composite result of multiple loads. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2y 3- 7- 8 4) 7- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 319 257 -420 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL Support 1 420# PROVIDE HORIZONTAL COWEDCTION PER SCD DULE t Support 2 446# Support 1 257# .TC... FORCE ... CSI .-BC...FORCE...CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -883 0.18 7-3-0 1 2 3 400 2.00 I 0-8-0 I 6-7-0 5 319# 8.00" 4 1-7-2 233�Y 2.50" (R1-7-0) a� 7-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.M32766 Desirn: MaYrir Andurir VWPLKNIN(i: READ ALL NOTES ON THiS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on the drawing. Is not erection bracing wind bracing. portal bracing or stmgar bracing which Is a pert 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. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bwldhV design Additional bracing of the overall structure may be required. (See HIB-91 of TPI). frruss Plate Institute. TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.6513 Truss ID: O Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA MCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. CHEK3 DESIGN INFORMATION This design. Is for an hubvidual building component and has beenbased 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 infommation as it may relate to a s(x- citic proect and accepts no responsibility m «excises no Control wWm regard to fabrica- Elm handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance will ANSI/TPI I-I995 and NDS-97 to be incorporated as partof the building design by a Building Designer (registered architect or professional engtneerl. When reek and for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement with file heal buadhug codes. focal cflmatle records for wind or snow toads. Project . specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes marpnssbn chords (top a bottom) are continu- ously braced by sheathing unless otheradse specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgld ceftV, they should be braced at a maximum spacing of IVAT o.e. Connector plates shall be manufactured from 20 gauge hot dipped O drudzed 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 j r adze a continuing responsibility for such vert- fkation. Any discrepancies are to be put in wining before Cutting or fabrication. Plates shall not be Installed over knotholes, knob or distorted grain. Members stall be cut for tight titling wood to wood bearing. Con- nector plates shag be located on both faces of the teas with nags fully imbedded and shall be sym. ss about the Joint unleotherwise shown. A Sx4 plate is S" wide x 4" king. A 6x8 plate is tT wide x 8' long. Slob (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sixes lased ou the form. shown and may need to be incased for certain hand- Irng 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-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling [—failing d Bracing', HI6-91. 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 restsung lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for Louses requires such tmponary bracing during bistallatbn between trusses to avoid toppling and dombnoing. The supervision of erection of trusses stall be under the control of persons experienced in the installation of trusses. professional al advice shall be sought If needed. Concentration of construction loads grater than the design bads stall 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 f toning and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCBEDULE: Support 1 390 Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L.-0.04" D. 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 0-5-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI . -BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 _ ====Joint Locations— ............. 1)s�0s0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PMK 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLE, WndLod per ASCE 7-98, CSC, V- 1.25mph, 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 i 2 F-4 00 I 4 I ---- if 212# 8.00" le 1-7-2 (R1-7-0) EXCEPT AS SHOWN PLATES ARE T1.20 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 #W5W68 1005 VANNE56A DaOVIWO.F1.32766 Design: Mmrfr Anetgsts 2.00 87# 2.50" — 4-3-0 54# 2,6011 4- Over 3 Supports C/L: 1-12scale = 0.9442 WiKn1nV: 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 wbkh is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing atends and specified iecatfons determined by tom building designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPq. frruss Plate Institute. TPI, is located at 563 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PAIN: CA EE-LOK(HOMEOIR 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: P Date: 4-22-03 DurFac - PIt: 1.25 O.C. Spacing: 24.00 Design Criteria: TPI Code Desc: FLA HCY 09.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an htdlvidual building component and has been based on Information provided by the client. 77e designer disdab"s any responsibility for damages as a result of faulty or incorrect information. specNteations and/or designs furnished to the thus designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or, exarlses no control with regard to fabrica- tion. handling, shipment and Installation of brasses. This truss has been designed as an individual building component In accordance with ANSI/TPI I-19M and NDS-97 to be incorporated as pad of the budding design by a. Building Designer (registered architect or professional m9trieerl. When reviewed for approval by the building designer. the design loadings shown must be clocked to be sure that the data shown are in agreement with the local budding codes, boat climatic remora for wind o arrow bads. project spedBmtbtu or special applied. bads. Unless show", truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contiam. ously braced by sheathing unless otherwise specilled. Where bottom chords In tension are not fully braced laterally by a properly applied rWd ceding. they should be braced at a mwmnum spacing of 10'-0' o.m Connector plates shag be manufactured from 20 gauge bet dipped galvanised steel meeting ASTM A. 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance with the labncalot's plans and to realize a continuing responsibility for such veri- f1mtlon. Arty discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothoks, knots or distorted grain. Members shall be cut for tight fitting woodto wood bearing. Con- nector plates shad be located on both faces of the truss withmulls 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 W long. Slots (holes) nun paralki to the plate length sped. Double cuts on web members shalt meet at the centrold of the webs unless otherwise shown- Connector plate sins are mmlm® sizes based on the force shown and may need to be increased for certain hand- ling and/or erection stresses. This bruss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handiing Instalftng h Bracing". HIB-91. 7}usses are to be handled with particular care during banding and bnrndtlng, delivery and installation to avoid damage. Temporary andpermanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- hng is essential and erection bracing is always required. Noma{ precautionary action for trusses requhv such temporary bracing during Installation between trusses to avoid toppling and domhwing, The supervisionof erection of trusses shaft be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design toads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unfit after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS s 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNE=ON PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L- 0.000 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 MULTIPLE LOADS -- This design is the cocposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wndl,od per ASCS 7-98, C&C, V- 125tiph, 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 SND zone, TCDLa 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3 0.01 4- 0 -56 0.01 0- 3 20 0.01 - -----Joint Locations -=-aaaac==-aea= =:0-:0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARIpR, LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 137 63 -226 HOT PIN 1- 7- 0 47 0 -125 HOT H-ROLL 1 2 4 0000 2.00 0-8-0 Plate Height 14 1-0-4 Plate = 0-2-1 3 1-7-2 138# 8.00" 48# 2.50" (R1-7-0) 1-8-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5329 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k0050%8 1005 VANNESSA DitW1EDOXI-32766 Design: Marti Andysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a pad of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of toss members only to reduce buckling length Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required.. (See HIB-91 of TPI). brass Plate institute. TPI, is located at 583 D'Onotdo Drive. Madison. Wisconsin 537 191. JOB PATH: C:I7EE-L0KIH0MEDIR 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 Truss ID: A Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: CK20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D. WO: WE: DESIGN INFORMATION This design is for an. Individual building compo"ent and has been based on Information provided by the client The designer disclaim,- airy responsibility for damages as a result o[ 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 [rases. This truss has been designedas an Individual building 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 eniftwert. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow bads,. project specifications or special applied loads. Unless, shown. truss has not beendesigned for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise speclBed. VAtere bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of la -Ur o.c. Connector plates shall be manufactured from. 20 gauge hot dipped galvanized steel meeting AMM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that tits drawing is In conformance with the fabrteator's plans and to realize a continuing responsibility for such vert- ficsuon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shallnot be Installed aver knotholes. knots or distorted gram. Members Members shall be cut for tight tilting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with rolls fully imbedded and shall be sym. about the Joint unless otherwise'shown. A 5x4 plate is 5- wide x 4- brig. A 6x8 plate is 6- wide x 6' kmg. Slots (holes) run parallel to the plate length specified.. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may creed to be Increased for certain hand - it" and/or erection stresses. This truss is not to be fabricated with fire retandant treated lumber unless otherwise shown. For addition( information on Quality Control refer to ANSI/TPI 14995 PRECAUTIONARY NOTES All bracing and erection recommendations; are to be followed in accordance with "Handling InstaWng 3 Bracing". HIB-91. Trusses are to be handfed 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 stall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during blShibibim bdweem trusses to awkl t"ppling and do=o o&4 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 tresses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2X4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at mid -panel # 1 L=-0.17" D- 0.02" T.-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB = 1.15 3-10-3 0-6-6 i I Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 s Support 1 235# TC... FORCE ... CSI ..BC ... FORCE.. CSI 1- 2 -62 0.84 4- 3 -457 6.40 TI: R ATY:2 _... ====...... Joint Locations.= ............. 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PII 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL Wndi.od per ASCE 7-98, C&C, V. 125aph, H= 15.0 ft, I. 1.00, RIT.Cat. B, Xzt. 1.0 Bld Type. Encl L. 58.0 ft W 6.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req 1 2 Attach with (4) 10d Toe -Nails 2-2-8 1-4-2 Attach with (1) 10d Toe -Nails 3.00 I t 5-4-8 4 3 248# 8.0011 127# 2.50" �a 1-1-9 �e 6-0-8 76# .50" EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5459 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracin4 portal bracing or similar bracing which is a pant 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. ProvtsUms must be made to anchor lateral bra" at ends and specified locations determined by the budding designer. Additional bracing of the mall structure may be required. ISee HIB-91 of TPI).. (Russ Plate Institute. TPI, is healed at 583 D'Onofria Dnve. Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 Dug: Truss ID: R Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21727- 16 vvn ,nrkr. a,. ckcc-c.vnrnvarcukrr HCS: 08.20.12 JB: CHESAPEAKE K 3 AC: 10# D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the cite.L The designer dhx,4.1 s 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 tt may relate to a spe- cific project and accepts no responsibility or ezernyaes no control Mtb regard to fabnrs- tan. handling. shipment and installation of trusses. This truss has been designed as an tndtvidual building component In accordance with ANSI/TPI 1-19% and NDS-97 to be Incorporated. as part of the building design by a Budding Designer (registered architector professional enginced. 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, bcai clmatic records C« wad «saw bads. project speclficattorns or special applied loads - Unless shown. tans has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are corntlau- ously 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 miudon m 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 b In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ftratlon. Any discrepancies are to be put In writing before cutting or fabrication. Plate shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight sitting wood to wood bearing. Con- i.. nector plates shall be located on both faces of the truss with nafk 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' wile x 8' long. Slots (holed nun parallel to the plate length specified. Double —is on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the form shown and may reed to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with floe retardant treated lumber unless otherwise shown. F additional information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling instaWng & Bracing'. HIB-91. Trances are to be handled with particular rare during banding and bundling, delivery and installation to avoid damage.. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Rion and for restating lateral forces shall be designed and Installed by others. Careful hand - Hug 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 dommo& . The sups vbion of erection of trusses shall be under the control of persons experienced In the installation of tresses. Professional advice shall be sought If needed. Concentration of construction loads greater thanthe design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER S®ULS: 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full barFieldConnectionat 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 S ' ==-joint Locatio... ns==..._ _.... �1)� 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MA%. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIK 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndL.od 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 ft Truss in INT zone, TCDL- 4.2 psf, BCDL.. 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 i 2 6.00 3.00 f 0-8-0 i 4-0-8 4 3 205# 8.00" 98# 2.50" 1-1-9 4-8-8 60# 50" 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 #005W68 1005 VANNrSSA DROVIEDOX1.32766 Design: Manz Andjy- VVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on lib dnwmg Is not erection 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 truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required... (.See HIB-91 of TPfI. (Truss Plate Institute. TPI. b located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:17EE-LOKWOMED(R Atta with (4) 10d oe-Nails Attach with (1) 10d To -Nails scale = 0.6603 Eng. Job: WO: CHEK3 Dwg: Truss ID: S Dspr- TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - IR 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf vno nc no)_ ni,7no r,7 11CS. 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: T ATY.2 DESIGN INFORMATION 71tis design is for an IndfvWual bWbV coarponent and has been based on tnformattat provided by the client. The designer disclaims any responsibility, for damages as a result of faulty or Incorrect information. specifications and/or designs furrnbhed to the truss designer by the client and the correctness or accuracy of this Wonnation as it may relate to a spe- cific project and accepts no responsibility or exertdses ro control wvltln regard W fabnn- tbn handling. shipment and installation of Itwses. This truss has been designed as an Individual bWldUtg cunponnent In accordance with ANSi/TPf 1-1995 and NOG-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be chockedto be sure that the data shown are in agreement with the local building codes. Ioca1 ciknatic records (a wind or snow toads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compreasbn chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. VVbere bollorn chords in tensionare not fully braced laterally by a properly applied rWd ceding. they should be braced at a maxhnma spacing of IU'-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 verily that this drawing is In conformance with the fabrtratoYs plans and to realize a continuing responslbtlny for such verl- f(catim 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" wide x 4' long A 6x8 plate is 6' wide x 8" long. Slots (hoiesl ram parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sins are mInbnum slaes 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/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection nsun nendatbns are to be followed In accor larnce with "Handling Installing & Bracing'. 11I13-9 f. Trusses are to be handled with pattlatlar 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 misting lateral forces shall be designed and installed by others. Careful hand- Nng Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during histabation between trusses to avow toppling and domInoing. The supervision of erection of trusses shall be under the control of pennons experienced In the Installation of trusses. professional advice stall be sought 9 needed. Concentration of construction bads Beater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shad be applied to iusses will after all fastening and bracing 6 completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDOLEs Support 1 294# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMMESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 = .=Joint L-= ocationssass..>esssss. 1)sa0- 0a 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -294 BOT PIN, 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCH 7-98, C&C, V. 12--4mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Enel L- 58.0 ft W 3.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req -- - 3-4-8 I, 1 2 3.00 I 0-8-0 2-8-8 4 3 161# 8.0011 70# 2.50" L" 1-1-9 0.14 3-4-8 44# 2 50" ((R1-1-7) C/L: 3 4 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (M—aronda Systems 4005 MARONDA WAY SANFORD, FL: 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 phis VANVESSA DKOVIEDO.FL32766 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: T CONTRACTOR. Dsgnr: TLY Chk: Date: 4-22-03 BRACING WARNING: TC L1ve 16.0 psf DurFac - Lbr•. 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or, sknnar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be own considered g the ding designer. Bracing shIs for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C. Spacing: 24.0° made to anchor lateral bracing at ends and specilied locations determined by the building designer. Additional bracing of tine m e overall structure may be required. (,See HiB-9I of TPI). BC Deaig d lo.o p5f Design n Criteria: TPI (tills plate Institute, TIT. is located at 5a3 D'Onofrfo Drive. Madison. Wisconsin 537191. _ Cade DeSC: FLA TOTAL 33.0 psf V:09.05.02- 21729- 18 ..,,...e... .......... ......y,.... v r... . h.. 1. 1 c.a--r.vn ia--,A RCS: 08-20.02 DESIGN INFORMATION 7h(s design is for an individualbuilding component and has been based on Information provided by the cWnt The designer disclaim any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts M responsibility or exercises no control with regard to labria- timt, handling, shipment and installation of tresses. This truss has been designed as an Individual budding component in accordance witf ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. loaf ctWnatic rccw+dss for wind or snow krads, project sp--IR—Uons or special applied bads. Unless shown, truss has not been designed for storage m occupancy bads. The design assumes compression chords (top or bottom) are cmntinu- o sly braced by sheathing unless otherwise specif c& Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling,. they should be braced at a maximum spacing or 10'-w ox, connector plates shall be manufactured from 20 gauge hot dippedgelvanixed 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 withthe fabricators plans and to reatlr a continuing responsibility for such veer 0catton. 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 ratting wood to wood bearing. Con- nector plates shall be located on both faces d the truss with nalls 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 8' wide x 8" long. Slots (holes) run parallel to the Plate length specified. Double cuts on web members shag meet at the centmd of the webs unless otherwise shown.. Connector plate sizes are minimum slur based on the forces shown and may need to be Increased far certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnformauon on Quality Control refer to ANSI/TPI 14995 PRECAUTIONARY NOTES Ali tracing and erection recommendations are to be followed In accordance with 'Handling Installing & Stickle. HIS-9 1. Trusses are to be handled with particular are during bandktg 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- " la essential and erection bradog is always rtqutmd. Normal precautionary scum for trusses requkes such tempotary bracing during hiSb atlon between trusses to Mid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced. In the installation of trtnses. Professional advice shall be sought if needed Concentration. of construction it. 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 K 3 AC: 10# UPLIFT D.C. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Sbitu or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 157# Support 2 191# MAX LIVE LOAD DEFLECTION: L/964 at JOINT # 2 L>a-0.02" De 0.00" TB-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTIOK: Tat 0.04" FMB = 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the couposite 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, &zt= 1.0 Bld Type. Encl Lat 58.0 ft W= 2.0 ft Truss in INf zone, TCDLs 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...PORCE... CSI .BC ... FORCE ... CSI 1- 2 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 TI: U QTY.2 = ........ a==a:a==sx=Joint Locatitma======era=era=asea 1) 0- 0- 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 ___MAX, REACTIONS PER BEARING LOTION_-___ X-Loci Vert Horiz Uplift Y-Loo Type 0- 4- 0 127 131 -157 BOT PIN 1-11- 4 60 0 -191 BOT H-ROLL 2-0-8 1 2 6 0000 1-2-8 0-4-2 4 3.00 I 0-" i 1-4-8 4 3 1-1-9 127# 8.001' 609 2.50" (R1-1-7) i- Z-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING`. 4005 MARONDA WAY SA NFORD. FL. 32771 Bracing shown on lids 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 (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 to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of 7PI) LICENSE #0050068 (Russ Plate Institute, TPI. Is located at 583 D'Ondrb Drive, Madison, Wisconsin 537191. 1005 VANNIMSA DP OVIEDO.FL32766 Daien: Maur Anafvsis inn Vent. r.nrvm, 1-- scale = 1.1370 Eng. Jab: fig: Truss ID: U Dsgnr: TLY Chk: Date: 4-22-03 TC live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI , Code Desc: FLA TOTAL 33.0 asf v-no nA n-3_ o f 7,2n _ lin HCS: 08.20.02 K 3 AC: 10# UPLIFT D.L. WO: WE: V DESIGN INFORMATION This design is for an Individual building component and has been based on bnforation provided by the client. The designer disdains any responsibility for damages as a mutt of faulty or Incorrect information, spectfkstions and/or designs furnished to the ltuss designer by the client and the correctness or accuracy ot this Information as It may relate to ..pe- dfic pn4ed and accepts no responsibility or exercises no control with regard to fabn®- 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 put of the building design by a Building DeIlgrter (reg{stered architect or professional erngineerd- When reviewed for approval by the building designer. the design loadings shown must be checked I. be sure that the data shown rc ain agreement with the local building codes. lira) r1trnaUc records (or wind or snow bads. projectsp cMcatiaa or spend applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top m bottom) are continu- ously braced by sheathing unless otherwise spedBe& Where bottom chords in tension are not fully braced laterally by . property applied rigb ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manu(adrmed from 20 gauge hot dipped galvnnined steel meethrg ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labricatbn, the fabricator shall review this drawing to vetffy that this drawing is to confonma ice with the labrlcatofs plans and to realize a continuing responsibility for such verb ficetlon. Any discrepancies are to be put In wraing before cutting or fabrication. Plates shag not be installed over lmothoks. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates stall be located on both faces of the truss with nails fully mrbedded and stall be sym. about the Joint utdess otherwise shown. A 5x4 plate is T wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (hoks) run paralkf to the plate length specified. Double cuts on w<b members shall meet at the centmld of the webs unless otherwise shown. Connector plate sties 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 M bracing and emtlon recommendations are to be fottowed in accordance with 'Handling lnetding & Bracing'. HIB-91. Trusses are to be handled with particutar care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for !Holding trusses In a straight and plumb pos- "lon and for resisting lateral forces stall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requiter such temporary bracing during installation between tnt4scs to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of tosses. Professional advice shalt be sought 9 needed Concentratlon of constructlon loads greater than the design loads shall not be applied to trusses at any three. No bads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing is completed. TOP (ROADS t 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGESt 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 DEFLECTIC N i T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ts 0.00" RMB . 1.15 1 rT Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H= 3-5.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W. 0.8 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 ===Joint Locate:sa. ions=.......ae.o 11s Oss2s 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 S<IESDULEt Support 1 Ill# Support 2 77# 0-9-0 L i 2� 6 0000 0-10-14 0-9-0 4 3 65# 7.50" 8# 1.5011 L 1-1-9 i W_J.50" 0-0-1 9 (RI-1-7) Sup its 0 (RO-0-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 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 H0050068 ION VANNESSA DROVIEDOXI-32766 WAXNING: 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 most be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bulW.mg destgner. Additional bracing of the overall structure may be required. (See HIB-91 of Ml rlluss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191, Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.7484 Truss ID: V Date: 4-22-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matra Analysis JOB PAIN: C:ITEE-LOKWOMED(R HCS.' 0&20.02 JB: CHESAPEAKE K 3 AC: ill# UPLIFT D.L. CHEK3 WE: ' DESIGN INFORMATION This design is for an individual budding component and has been based onli formation provided by the clL—L 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- cdlc project and accepts no responsibility or exercises no control with. regard to fabrics- tlon, handling, shipment and Installation of trusses. This truss has been designed as an mdtvlduad building component in accordance with ANrA/TPI 1-1995 and Nl3S-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional. englueer). When reviewed for approval by the building destgm. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. brat cdfmatte raxmds Cor w7utd or snow loads, project specifications or special applied loads. Unless shown. tress has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are confirm, ously braced by sheathing unless otherwise speeitic& Where bottom chords in tension are not fully braced W—My by a property applied rigid acting, they shoutsbe braced at a maximum spacing of LOP-O- o.e. Connector plates shall be manufactured from 20 gauge hot (Upped galvanized steel meeting ASdM A 653, Grade 40.. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shell. review this drawing to verify that this drawing is In conformance with the fabricatWs plans and to realize a continuing respansibNty for such vert- flall— 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 beartn& 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 US plate Is 6- wide x 8" long. Slots (holes) con 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 ane mmhnum sites based on the forces shown. and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional tnformation 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'. 1118-91. Trusses are to be handled with particular are during banding and bundlmg, delivery and installation to avoid damage. Temporary and permanent bracing for holding tresses in a straight and plumb pm - Rion and for resisting lateral forces shadbe designed and Installed by others. Careful hand- ling Is essential and erection bacing s always required, Normal precautionary action for tresses requires such temporary bracing during Installation betweentrusses to avoid toppling and dommoing The supervision of erection of tosses shad be under the control of persons experienced in the mstadatbn of trusses. Professional advice shadbe sought if needed Concentration of construction bads greater than the design loads shad not be applied to tosses at any tine. No loads other than the weight of the erectors shag be appliedto trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES s 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, Ha 15.0 ft, Ia 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Encl La 58.0 ft Wa 9.9 ft Truss in ENT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 La-0.01" D. 0.00" T.-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RM1 = 1.00 0-6-2 4 MS)LTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted 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 s Support 1 274# TC...FORCE...CSI .BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 aaaeaa =a==a===Joint Locations ..... _aaasal) a0- 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 BEARn;G LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 BOT H-ROLL ,� 9-10-13 1 2 3 2a4 3X8 Jll9 T l 9-10-13 11 5 4 215A 11.31" 417# 2.50" (itl�) � 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSL'TPI 1-1995 scale = 0.4873 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Mai7x Analysis 11YAKNIN4: 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 arenal support of trussmembersonly to reduce buckling length Provisions must be made to anchor lateral tracing at ends and specified locations determined by the building designer. Addmonal bracing of the overall structure may be required. (See ltiB-91 of TPII. frruss Plate Institute. TPI, Is hated at 583 D'Onofrfo Drive, Madison. WLsconstn 537191. JOB PATH: CATEE-LOKWOMEDIR Eng. Job: Dwg: Dsgbu: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: W Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION { This design is for an rndWWual budding componentand has been based on hrformatlen provided by the client_ The designer dr.cmu— any responsibility for damages as a result of faulty or Incorrect information. specifications and/- designs fumtshed to the truss designer by the client and the correctness or accuracy a( this information as It may relate to a spe- cific protect and accepts no responsibility or exercises no control with negated ro rabr�- u.m haru m g. shipment and matalretion of trusses. This truss has been designed as an Individual budding component in accordance with ANSIrM 1-IM 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 budding destgnerthe design badtrgs shown most be checked to be sure that the data shown are In agreement with the Local budding tudes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. tress has not been designed for storage or occupancy loads. The design assumes compression. chords (top - bottom) ate —Unu- orsly braced by sheathing unless otherwise specified. 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 la-0, o.c. Connector plates shaff be mantdactured from 20 gauge hot dipped gabwdmd steel meeting AMU A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is In conformance with the fabrfcatoes plena and to realise a continuing responsibility for such verl- t/catim Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grahr. Members shag be cut for if& fltting wood to wood bearing. Con - nectar plates shag be located on both faces of the tress with nails fully bubedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6 8 plate is 6" wide x 8" long. Slots (boles) run parallel to the plate length sperJged. Double cuts on web members shag meet at the centrdd of the webs unless otherwise shown. Connector plate sins are minimum sires based on the forces shown and may creed to be Increased for certainhand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional kdorm . on Quality Control refer to ANSL/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection nxnmm:endauans are to be followed In accordance with "Handling Installing A Bracbrg'. HIB-91. Trusses are to be handled with particular rare during bandhrg and bundlin& delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itfon and for resisting Lateral forces shag be designed and Installed by others. Careful hand- ttng is essential and —Wort bracing is always requred. Norman precautionary action for trusses requires such temporary bracing during tnstaRatbrt between trusses to avoid toppling and domfnoing. The supervision of erection of trusses stag be under the control of persons .Terlenced in the i—talt0mon of trusses. Professional advice stag be sought if needed. Concortralbn of construction bads greater than the design bads shall notbe applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until alter all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCBEIAILE: Support 1 375# Support 2 430# Support 3 56# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T.-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.00 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 52 pounds of horizontal reaction WndLod per ASCE 7-98, 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. 4.7 ft Truss in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf TC...FORCE... CSI .BC ... FORCE ... CSI 1- 2 -10 0.42 4- 3 1 0.31 3- 0 0 0.08 T1: WI ATY:1 _. 6_ =.==.=Joint Locations. .=====........ 1) 0- 3- 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 BOT PIN 4- 7- 2 240 0 -56 BOT H-ROLL 4-8-9 1 2 28# 4.95" L 1-6-2 j" (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005O068 1005 VANNeWA DROVIEDOXI-32766 Design: Matrix Analysis 4-8-9 2-2-2 ►-4 120# 2.83" 24(Ilf 00" CANT: 0-0-7 C/L: 13 Over 3 Supports i VPkKR1F4U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection b—mg wind bracing portal bracing or shngar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown Is for lateralsupport of truss members only to reduce buckling length. Provtstons most 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. ISee HIB-91 of TPI). (truss Plate Lnsututc TPI, is Located at 583 D'Onofrto Drive, Madison, Wisconsin 537191, JOB PAIN: CITE6-LOKIHOMED/R conficction by others. Attach wt h (4) 10d Toe ails scale = 0.8481 Eng. Job: W , Dwg: Truss ID: WI Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DUrFac - Lbc 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: FL4 TOTAL 33.0 psf V' 0 - 44_ HCS: 08.20.02 CHESAPEAKE K 3 AC: 10# DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the cent. The designer d tchbw arty 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- cllk project and accepts no responsibility or exercises rno control with regard th fabrka- tlon. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI I.19M and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professionsl engineer). When reviewed for approval by the b.&Itng designer, the design loadings shown must be checked to be sure that the data shown are In agreement withthe local building codes, kcal eBrvatfc records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designedfor storage or occupancy loads. The design assumes compression chords (top or botimml are continu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maxltmmn spacing of la-0' ox, 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 fabrkation. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to reabxe a continuing responsiblitty for such vent. Ifcallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates sba8 not be tmta led 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 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' kmg. Slots (holesl run parallel to the plate length specakd. Double cuts on web members shall meet at the certtrokd of the webs unless otherwise shown. Connector plate sizes are minimum stars based on the forces shown and may need to be increased for certain hand. ling and/or erection stress— This truss b not to be fabricated with Ile retardant treatedlumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ 71 I-1995 PRECAUTIONARY NOTES All bracing and eredbu recommendations are to be followed in accordance with "Handing installing Q Bracing'. HIB-91. Trusses are to be handled with pattldrlar cafe during banding and bundling, de8very and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and pkrmb pos- Ition and for resisting lateral forces shall be desigrxd 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 11►s dIatbr between trusses to avoid toppling and dominolr4 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 "hall not be applied to troves at any time. No bads other than the weight of the erectors shall be applied to trusses —in sit- all fastening and bracing Is completed. TOP CHDRDS: 2x4 SP #2 D BOT CHORDSz 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 HDRIZOtaAL CONNEcrim mm SCHEDuLE z Support 1 203# MAX LIVE LOAD DEFLSCTI_ONs 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" RIM - 1.15 4-3-15 0-6-6 i _ WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the eouQosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl. L- 58.0 ft W- 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf IWact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 Y f=======J=>=,a-- oint Locations===a_=as_l)= __ 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ---MAX. REACTIONS PER BEAIUM LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -355 TOP PIN; 0- 4- 0 280 203 -433 BIT PIN 6-10-12 81 0 -52 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHBDULZ, Support 1 433# Support 2 355# Support 3 52# 7-0-0 1 2 6.00 4-0-6 1 1 7-0-0 4 3 2811 8'001r 1-1-9 151A 2.5011 7-0-0 82# .50" �e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI CIL: 6-10-12 1-1"5 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 VAN14ESSA DMOVIEDOXI-32766 Design: Mafru Awlysis 1111AKIV0111 : 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 b for lateral support of truss members only to reduce buckling Length. Provisions must be made to anchor lateral bracing at ends and specified i—tions determined by the building designer. Additional bracing of the overall structure may be requtted. (See HIB-91 of TPII. Musa Plate Institute, TM, is located at 583 D'Omofrio Drive- Madison. Wisconsin 53719). JOB PAIN: Ca7EE-LOKV[OMEDJR 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 Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: Y Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.01 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: DESIGN INFORMATION This design is for an Individual budding component and has been based on infornutbn Provided by the c&nt. The designer asiclahns 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 inforahation as It may relate to a spe- cdk project and accepts on responsibility or exercises no control with. regard to (abrfca- tior, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance wltt ANSIfM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registeredarchitect or professional engineerl. When reviewed for approval by the building designerthe design loadings shown must be checked to be sure that the data shown are in agreement with the Ixal building codes. local climatic records for wind or snow loads. P,*-t specifications or special applied bads. Unless shown, truss has not been designed for stooge or occupancy loads. The design assumes compression. chords (top or bottom) are eonunu- musty braced by sheathing unless otherwise specified. Where bottom chords intension arc not fully braced kteralh by a Properly applied rigid awing. they should. be traced at a maximum spacing of 10`-0' o.c Connector plates shah be manufactured from 20 gauge trot dipped galvanized steel meeting AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to resin- a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates stall not be installed over kndboks. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates stall be located on both faces of the thus with nails fully imbedded and shall be sym. about the joint amiss otherwise shown. A 5x4 plate is 5" wide x 4' brig. A 6x8 plate is 6" wide x 6' 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 sties are mblmum sizes based on the forces shown and may need to be increased for certain hand. Wig and/or erection stresses. This truss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/1Pf I-1995 PRECAUTIONARY NOTES Al( bracing and erection recommendations are to be followed in accordance with -Handling Installing 8: Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage_ Temporary and permanent bracing for bolding trusses In a straight and plumb pos- ition and for resisting lateralforces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always mgmred. Normal precautionary action for trusses ns;umes such temporary bracing during Installation between trusses to avoid toppling and domtratrng The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought W needed, Concentration of construction loads greater than the design bads shall no be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and tracing is completed TOP CHORDS: 2x4 SP #2 BOT CRORDS: 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 i1DRIZON AL TOTAL LOAD DEFLECTIOK: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB . 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cenposite result of multiple loads. All COMPRESSION Cbords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 147 pounds of horizontal reaction WadLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Ecp.Cat. B, Kzt. 1.0 Bld Type. Encl L. 58.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 Z ____--------- =Joint Locations —sine._._______ 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN. 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CMDUDMON PER scmEDULZ, Support 1 399# Support 2 278# Support 3 44# 5-1-8 1 2 6 0000 Attach with (4) 10d Toe -Nails 3-1-2 Attach with (1) 10d Toe -Nails M 5-1-8 4 3 219# 8.0011 110# 2.50" 1-1-9 61# 50" eJe 5-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLITPI 1-1995 Over 3 Supports scale = 0.6197 Maranda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mdrnt Analysis VVFkK1V111W 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 strolls- bracing which is a (rat 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. Provisionsmust be made to anchor lateral tracing at ends and specilled locations determined by the building designer. Additional bracing of the overall structure may be reyumed. (See HIB-9l of TPI). rrr ss Plate institute. TPI, is located at 583 D'Onofro Drive. Madison. Wisconsin 537191- JOB PATH: C:ITEE-LOKIROMEDiR Eng. Job: Dwg: Dsgnr: TLY chk: WO: CHE Truss ID: Z Date: 4-22-03 TC Live 16.0 psf DurFac - Lbf: 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 V:0 2_ 6- 3 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# : CHEK3 DESIGN INFORMATION This design Is for an itdktduW budding component and has been based on. Wes matt n. provided by the client The designer disclaims any responsibility for damages — a result of faulty or incorrect Information, specifications and/or designs furnished to the cuss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific prole& and accepts rw responsibility m exerudsea no control orlon regard to fabrim- tion. handling, shipment and Installation of trusses. This toss has been designed as an Individual building component in accordance with ANSI/TPI I-19%and NDS-97 to be incorporated as part of the budding design by a Bulfding Designer (registered architect or professional engireed. When reviewed for approval by the building designrr, the design 1—d#W shown must be checked to be sure that the data shown are in agreement with the local build" codes. lacai climatic records for a[od. or snow kads. prated specgkaU s - special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression. chords (top or bottand are continu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a. properly applied rWd ceding they should be braced at a maximum spacing of I9-0' me Connectors plates shag be manufactured from 20 gauge hot dipped grkranteed steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this &-wing to verify that this drawing is in conformance with the iabricatoes plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates sham. not be installed over knotholes, knots or distorted gain. Members shall be cut for tight Iltting wood to wood bearing. Con- nector plates shag be located on both faces of the tress with nails fully Imbedded and shag be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x V long, A 6x8 plate is 6' wide x 8' long. Slots (hoksi run parallel to the plate length specified. Double cub on web members shall meet at the centrold of the webs unless otherwise shown Connector plate sues 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 hated. lumber unless otherwise shown For additional Information on Quality Control refer to ANSI/TPI I-IM PRECAUTIONARY NOTES AB btacfng and erection recommmendanons are to be followed in accordance with -Handling Installing & Bracing', 11I13-91.. Trusses are to be handfed with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tosses in a straight and phunb pos- Rion and for resisting lateral forces shah be designed. and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal preflutfonary action for trusses requires such temporary bracing during e.;s,_ latlon between (cusses to avoid topping and daminoing. The supavislon of erectlon of trusses shag be under the control of persons experkneed In the installation of trusses. Professional advice shag be sought 9 needed Concentration o(constructiurt bads grater than the design loads shad not be applied to tosses at any time No bads other than the weight of the aectons shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BUT 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 a 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 mast 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 INT zone, TCDLw 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSZ .BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 TI: Z1 ATY:4 ==a=-----==aa=Joint Locations ==a====:=x--ace 1) 0- 2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BLARING LOCATION----- X-Loc Vert Soriz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PINT, 0- 4- 0 154 118 -287 HOT PIN • 3- 0- 4 36 0 -27 DOT H-ROLL PROVIDE UPLIFT CONNB=CN PER SCHE ULEs Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 6.00 2-1-2 Ei9 3-1-8 - F " 4 3 154# 8.00" 67# 2.50" t 1-1-9 37# Z Orr e 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI I-1995 Over 3 Supports Lmaro ' nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-31766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral tracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPB. (Truss Plate Institute, TPI, is located at 583 D'Ono(rio 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 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z1 Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analyst! JOB PATH: C:I7E.E-LOKIHOMEDIR RCS: O&W.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 DESIGN INFORMATION This design is for an individual budding component and has been based on inforrmation provided by the shirt. 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 informationas it may relate to a spe- cdlc prulect and accepts on responsibility o ercercbes coo control -aln regard to fabria- non, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/171 1-1995 and NOS-97 to be lrkvrporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. focal dtmatic records for wInd or snow lards. project specifications or special applied lards. Unless shown, truss has not been designedfor storage m. occupancy loads. The deign assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specCied. Where bottom chords in tension are not fully braced laterally by a property applied rtgId cedinW, they should be braced at a maximum spacing of lg-(r o.c- Connector plates shall be manufactured from 20 gauge hot dipped galvanised steel meeting AS[M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrlolor's plans and to realize a continuing responsibility for such vert- nca.tion. Any discrepancies are to be put in writing before cutting " fabrication. Plata shad not be Installed over knotholes. knots or distorted grain. Mernbers shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the Joint uMess otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate Is 6' wick x T king. SkKs (holes) run parallel to the plate length specified. Double cuts on web members shallmeet at the centrold of the webs unless otherwise shown. Connector plate sic are minimum sizes based on the form shown and may need to be increased for certain hand - Hag and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed In accordance with •Handling Installing A Bracing', HIH-91. Trusses are to be handled with particular care during banding and budddng, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- dbnand for resisting lateral forces shall be designed and Installed by others. Careful hand- MV is essential and creel!«, bracing Is always mquhed. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommob4 The supervision of erection of trusses shall be under the contort of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Co ncerntntion of construction bads greater than the design bads shall not be applied to trusses at any time. No leads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is complied. 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: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All CCMPRESSICK 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 Wa 1.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI .BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z2 ATY:4 esaa-aa --a-a,7oint LOcaticm.......... a�aa- 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 --MX. RiACTIONS 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 V PROVIDE UPLIFT CON14ECTICIN PER SCHEDULE: Support 1 165# Support 2 65# Support 3 7# L 1-1-8 L 1 - 2 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails L 4 89# 8.001r 25b 2.50" 1-1-9 I 1-1-8 13— EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1.1995 Over 3 Supports WF1KtYlM(rt: READ ALL NOTES ON THIS SHEET. Eng. Job: Maron a System S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY I Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, pores bmctng or stmdar bracing which icy a part of the building design and which must be considered by the budding designer. Bracing TIC Dead 7.0 psf (407) 321-0064 Fax (4(7) 321-3913 shown is for lateral support of taws members Only to reduce buckling length. Pruvislow must be BC Live 0.0 psi TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectned locations determimed by the budding designer. Additional bracdng of the overall structure may be required. (See HIB-91 of TPn. BC Dead 10.0 psf LICENSE #0050068 fituss Plate institute. TPI, is l ated at 583 D'Onofro Drive. Madison. Wisconsin 53719). — 1005 VANNESSA DRDLnEDOXI.3z7e6 TOTAL 33.0 psf scale = 1.5123 Truss ID: Z2 Date: 4-22-03 DurFac -Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA --•e-- ..._.•.• ,--••�••• .c.o rn.ra. r,.uce-t,vn urvmeurA 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 dbelabas any responsibility for damages as a result of faulty or Incorrect W...specltieattons 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- c63c protect and accepts no responsibility or exercises no control with regard to fabrica- tion, tundling. shipment and Installation, of trusses. This truss has been deigned as an Ihdbridual 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 ttegbtered architect m 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. Iota[ rJar®t1c records for vrbnd or snow loads. protect specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes eompreaslon chords (top or bottom) are contiou- osly braced by sheathing unless otherwise specified. Wbere bottom chords in tension are not fully braced iatcrady by a properly applied rioddceding. they should be braced at a martin spacing of 1(Y-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 cordorrance with the fabricator's plans and to realize a continuing responsibility for such vcri- ficattom Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholle. knots or distorted grain. Members shag be cut for tight firing 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 6- wide x 8" king. Slots (hole) tun parallel to the plate length specified. Double cuts on web members shalt meet at the centrotd of the webs unless otherwise shown. Connector plate slur are ndnhmum sltt 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 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 6 Bracbrg', HIB-91. Trusses are to be handled with particular care during banding andbundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral form shall be deigned and installed by others. Careful hand- ling is essential and erection bracing is always requned. Nomad precautionary action for trusses requires such temporary bracing during buWlatbn between trusses to avoid toppling and. dominokng.. The aupe vision of erecton of tresses shall be under the control of persons experienced in the installation of trusses. professional advice shall be sought I 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 unit) after all fastening and bracing s completed JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS.- 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 La-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ts 0.00" RMB = 1.15 2-5-15 1 0-6-6 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 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, 1Czta 1.0 Bld Type. Part L= 58.0 ft W= 3.3 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 TI: Z3 ATY:3 • ==Joint Locationsaa=.�zaa===a:�== 1) a0- 2a1 ee3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ---MAX. RSACnONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 TOP PIN 0- 1-12 160 127 -330 BOT PIN, 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHZDULEr Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 6 0000 2-2-6 3-4-0 F / 4 3 161# 3.50" 72# 2.50" l 1-1-9 I �0 9 t>•tN 63# 2 0" (R1-1-7) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-2-12 WAR IN : READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgnr: TLY 4005 MARONDA WAY TC Live SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bmcm4 portal bracing or smdlar bracing which is a part of the bufldhig design and which must be considered by the building designer. Bracing TC Dead (407) 321-0064 Fax (407) 321-3913 sham is for lateral support of thus members only to reduce buckling knob. Provisions must be BC Live TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional brach,g of the overall structure may he required. (.See HiB-91 of TPt). BC Dead LICENSE #0050068 (puss Plate institute, M. Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDOXE-32786 TOTAL Design: Mdirir Analysis JOB PATH: C.-WE-LOKIHOMEDIR Chk: 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 asf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Truss ID: Z3 Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cBmL The designer disclaims any responsibility fm damages as a result of faulty or mooned information. specifications and/or designs furnished to the tens designer by the client and the correctness or accuracy of this information — a may relate to a spe- edc project and accepts no responsibility or exec4es no corW1 with regard to falaica- 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 architect or professional eto nee). When reviewed for approval by the building designer the design loadings shown must be checked to be sure that the data shown are In agreermt with the Local building codes. local dimatio racords !th wind snow Inds. proj«i specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes rnmpressbn chords (top or bottom) are contirm- onsly braced by sheathing unless otherwise specEted. Where bottom chords In tension sre mot fully braced literally by a properly applied rigid cellitg, they should be braced ata maximern spacing of I9-0" o.c. Connector plates stall be manufactured from 20 gauge hot dipped galvamad steel meeting AS1M A. 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformarxe with the fabncator'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 gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the trues with nags fully imbedded and shall be sym. about the Joint unless otherwise shown. A SO plate Is 5' wide x 4- long. A 8x8 plate Is 6- wide x 8' long. Skis (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centroki of the webs tadess otherwise shown. Connector plate slur are mirwnum sires based on the forces shown and may needto be increased for certain hand- ling and./or ereclbn strrases. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information mm Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES Ail tracing and erection recommendations are to be followed In accordance with "Handling installing A Bracing. HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for bolting trusses In a straight and plumb pos- ition and for resisting lateral forces shagbe designed and Installed by others. Careful hand- ling is essential and erection tracing Is always required. Normal precautionary action for trusses requires such temporary tracing during Insialhtbu b wen muses to avoid Wpphq and dominoing. The supwbion of erection of trusses shall be under the control of person experienced In the fastallatbn of trusses. Professional advice shall be sought if needed Concentration of construction bads greater than the design bads shall not be applied to tresses at any time. No loads other than the weight of the erectors shalt be applied to trusses until after all fastenung and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WIGS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLEMON: L/999 L. 0.00" D. 0.00" T. 0.00" MAX HDRIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HDRIZONPAL LIVE LOAD DEFLECTION: T- 0.00" RMB . 1.15 Analysis based on. Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 IDDst be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, C6.C, V- 125mph, R- 15.0 ft, I- 1.00, Exp.C.at. B, Rzt. 1.0 Bld Type- Part La 58.0 ft W. 1.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: U QTY:2 a----ass-mama-Joint LOCations=aa_=xaa_assas_a 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 6 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 Top PIN, 0- 1-12 88 39 -175 BOT PIN 1- 0- 4 21 0 -16 BoT H-ROLLS, PROVIDE UPLIFT CONNECTION PER scmEVuLE: Support 1 175# Support 2 66# Support 3 16# 1 21 6.00 4 31 89# 3.50" 25# 2.50" t 1-1-9 �e 1-1-8 /L. j 2 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 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 erectionbracing, wind bracing, portal bracing or similar bracing which Is a paint 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 buekhng Length. Provisions must be made to anchor lateral. bracing at ends and spec8led 1-cations determined by the building designer. Additional bracing of the overall structure may be required_ IS" HIB-91 of TPI). rfruss Plate t—tmute. TPf. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5123 Truss ID: Z4 Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA DeS191L Mdra Awlysis JOB PATH: C17F.E-LOKiHOMED/R HCS: 09.20.02 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHESAPEAKE Builder: MARONDA HOMES Address: tol �0 ky)(0A a� } Permitting Office: City, State:�j� �,In' Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 35.4 kBhu/hu• - 3. Number of units, if multi -family I _ SEEK: 11.00 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft2) 1625 ft' c. N/A - 7. Glass area & type a. Clear - single pane 133.0 ft' _ 13. Heating systems b. Clear -double pane 0.0 ff a. Electric Heat Pump Cap: 35.4 kBttt/hr c. Tint/other SHGC - single pane 0.0 ft2 _-_ HSPF: 7.40 - d. Tint/other SHGC - double pane 0.0 ft2 b. N/A _ 8. Floor types _ a. Slab -On -Grade Edge Insulation R0.0, 175.0(p) ft c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types - a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R-4.2, 1033.0 ft2 _ EF: 0.93 _ b. Frnie, Steel, Adjacent R=11.0, 207.0 ftZ - b. N/A c. N/A _ - d. N/A _ c. Conservation credits e. N/A (IR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 ft' 15. HVAC credits PT, b. Under Attic R-19.0, 1272.0112 _ (CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ff- HF-Whole house fan, 11. Ducts PT -Programmable 'thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22345 PASS Total base points: 23862 I hereby certify that the plans and specifications covered Review of the plans and �114E sTA by this calculation are in com liance with the Florid specifications covered by this o -o Energy Code. calculation indicates compliance PREPARED BY: w h the Florida Energy Code. efore construction is completed DATE: MAY 0 9 2M3 this building will be inspected for u I hereby certify that this bui , as designed, is in compliance with Section 553.908 c �yt compliance with the Flor' a n rgy Code. Florida Statutes. oD WE OWNER/AGENT: ILDING OFFICIAL: 40-PO DATE: MAY 0 9 am DATE: EnergyGaugeO (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 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 0.96 816.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Bass Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 Base Total: -5565.0 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 30841.8 1.000 (1.079 x 1.150 x 1.00) 0.310 0.950 11270.5 31019.1 0.4266 13232.7 1 30841.8 1.00 1.241 0.310 0.950 11270.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Floor Area Points Type/SC Overhang Ornt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NW 0.6 6.0 16.0 12.23 1.00 195.4 Single, Clear SW 1.0 7.5 40.0 9.22 1.00 370.5 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear SE 0.6 3.0 3.0 8.34 1.04 26.0 Single, Clear SE 1.0 11.0 36.0 8.34 1.01 302.5 Single, Clear SE 1.0 3.0 6.0 8.34 1.09 54.5 As -Built Total: 133.0 1289.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.2 1033.0 3.26 3367.6 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3905.8 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 � 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Exterior Insulated 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 58.0 276.0 As -Built Total: 58.0 310.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 360.0 0.87 X 1.00 313.2 Under Attic 19.0 1272.0 0.87 X 1.00 1106.6 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Base Total: 1625.0 1040.0 As -Built Total: 1729.0 1504.2 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1625.0 -0.28 -455.0 1625.0 -0.28 -455.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®1FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: 6992.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6992.6 1.000 (1.068 x 1.160 x 1.00) 0.461 0.950 3795.7 4681.2 0.6274 2937.0 1 6992.6 1.00 1.239 0.461 0.950 3795.7 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 13233 2937 7692 23862 11271 3796 7278 22345 PASS va EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®1FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606. 1.ABC. 1. 1 _ cfm/sq.ft. window area; .5 cfm/sq.ft. door area. - Exterior & Adjacent Walls _ _ 606 1.ABC.1.2.1 _Maxi_mum:.3 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 rimeter�enetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the�erimeter, at per__ rations_and seams. _ Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on.pe_rimeter of floor cavitybetween floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS _ CHECK Water Heaters 612.1 Comply with efficiency requirements,in Table 6-12. Switch or clearly marked circuit breaker electric) or cutoff (gas)must be_proyided. External or built-in heat tra r uired. 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 efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 ____ Separate readily accessible manual or automatic thermostat for each system. Insulation 60 604.1, 2.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugelm DCA Form 60OA-2001 EnergyGauge&FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New constriction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit 3. Number of units, if multi -family 1 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area 012) 1625 ft' c. N/A 7. Glass area & type _ a. Clear - single pane 133.0 ft' 13. Heating systems b. Clear - double pane 0.0 W _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 fe d. Tint/other SHGC - double pane 0.0 ft, b. N/A 8. Floor types _ a. Slab -On -Grade Edge Insulation R=O.O, 175.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 1033.0 ft- b. Frame, Steel, Adjacent R=11.0, 207.0 ft- _ b. N/A c. N/A _ d. N/A _ c. Conservation credits e. N/A (11R-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 ft- _ 15. HVAC credits b. Under Attic R=19.0, 1272.0 fe _ (CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 W HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft i RB-Attic radiant barrier, b. N/A MZ.-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: MAY 0 9 2003 Address of New Home: City/FL Zip: Cap: 35.4 kBtu/hr _ SEER: 11.00 Cap: 35.4 kBtu/hr _ HSPF: 7.40 Cap: 50.0 gallons EF: 0.93 PT, _ *NOTE: T'he 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 US EPA/DOE EnergyStarMdesignation), your home may qualify for energy efficiency mortgage (EFM) incentives if you obtain a FloridaF,nergy Gauge Rating. Contact the. Fnergy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwvv, fvec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Ef ciency Code For Building Construction, contact the. Department of Community Affairs at 8501487-1824. EnergyGaugeO (Version: FLRCPB v3.21)