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103 Dominion Ct 03-2167 SFR
PERMIT 1DDRF.SS -- -- 1,,,,�n,� "1r ✓ . CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 ZN PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTC MECHANICAL CONTRACT PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE CJ c7 SUBDIVISION — cn PERMIT ' • DATE PERMIT DESCRIPTION PERMIT VALUATION Q677 SQUARE FOOTAGE s I tj> CITY OF SANFORD PERMIT APPLICATION Permit # : � r \'0 / Date: May 15, 2003 Job Address: 103 DOMINION COURT Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,752.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Ca1c. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,667 Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0370 (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: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constriction in this jurisdiction.) 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 wner/ ent Date Russell Keith Summers Z ner/Agent's Name 05/15/03 Signature of Notary -State of Florida Date of rro DEBBIE c > My Comm TiExp, 2/5/05 No. CC 999378 Personaly '. I 1 Other I.D. wner gent rs _ _ ersona y own o Me or 05/15/03 Signature of on r/Agent Date Russell Keith Summers nt ontractor/Agent's Name &�� — 05/15/03 Signature of Notary -State of Florida Date ��oF rro DEBBIE TIME NOTARY o My Comm o. E. 2/5/OS Pueuc NCC 999378 P."Ij K'. 1 IOU. I.D. Contractor gent is Produced ID 7 _ Produced ID APPLICATION APPROVED BY: Bldgi�--Zoning: Utilities: ----- — (initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number:��___� Date: The undersigned hereby applies for a permit to install the following electrical: --- - - - -■ - - - - - -- - - Owner's Name: Address of Job: Electrical Contractor: DANIEL G. PUGLISI Residential: _ Non -Residential: Number 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: S-,ap By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Ap s Signature EC0001663 State License Number « rrrtigty K¢Mrs.e.axx�* CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number:' ��r^ Date: The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: 103 -Dominion Court Lot: 37 Panel: 6 Mechanical Contractor: GARY CARMACK Residential ---- � _---- Non -Residential (Nature of Work: 1 nt By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. -------- - - -t-------- Applicant i nature CAC043900 --------------------------------- State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: .0)_ _ dl4'Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 103 Dominion Court Lot: 37 Panel: 6 Plumbing Contractor: _______WILLIAM T._SELF ___ Residential: _ _ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.0.0 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 Sign . re CFC057039 State License Number INNIII 1119111111Na1110NI0IN11IN11IN11IN111111in MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY SK 04815 PG 1418 CLERK'S # 2003078872 RECORDED 05/09/2903 12:35:12 PM RECORDING FEES 6.00 RECORDED BY G Harford NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0370 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 37 1. 103 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 Amount of Bond LENDER Name and address Bank of America NA 750 S. Orlando Ave.. #102, Winter Park, FL 32T89 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title. 200 W. 1t1 St , Sanford. FL 32771, Fax: 407-330-5062, Phone• (407) 322 9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes, or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL K WEIRS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of Notarywzoz PTAR81E TIME MY Comm bo. ?/5/05 No. CC 999378 wWwn 1 I Othw I , 2003. u l ititt) t (!t't MARYANNE MORSL CLERK l: CIRCUIT COUP" 4WLk(k)UNTY, FLOfd Z L%aronda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTHKFLLFRROAD, SUITFF • ORLANDO, FLoPIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY p CITY OF SANFORD ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 37 103 Dominion Court. RUSSE L EI SU MERS, CRC058496 MARONDA HO , INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. .�OF F40 DEBBIE TIME NOTARY o MY Comm Exp. 4/9 5 Pub0c No. CC 999378 NOTARY PUBLIC v.Ro�"1yKr—f)0tfWI.D. CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc E PLAN for. MARONRi MES, INC.IP770N. LOT 37. CROWN COLONY SUBDIVISION IN PLAT BOOK G 1 PAGES) 76 thiv 78 PUBLIC RECORDS OF SEMIMXE COUNTY aORroA TRACT ' E' LOT 40 CONSERVATION AREA `v 1-0, 20' N42.35'38w 500° 12124'E 53.391 GRAI'111C SCALE 8.90, -4�.00 N E_ 1 � � rk_oo D.E. — — - -- — — — — - - E-� N '.s O a0 30' A .... c . • coircRETE sli�a _ �r • . � LOT 36 10.00' 1O.II' LOT 39 '��' 40.00' MODEL: SUNBUKY'M' TWO STORY (4-2 1/2) BLOCK FIN15MED FLOOR a ELEVATION -4G.91 ti o DRAINAGE TYPE: ' B' • WITH I x 30' PATIO I .3 . P�J y w Aro 0� t�'y 10.00' 16.0 - - -- -- — fL CONCRETE �i DRIVE BUILDING SETBACKS FRONT. 25' REAR: 20' SIDE: Z5' SIDE STREET: 20' �BUILDING LINE: 60' to LOT 37 CONTAINS LOT 38 4660 SQUARE FEET/0.199 ACRES +/- FLOW MRmCAnON BASED ON ME FEDERAL EMERGENCY MANAGEMENT AGENCY FLOW INSURANCE RATE MAP, THE STRUCTURE SHONN HEREON DOES NOT LIE TMTHIN THE 100 YEAR E'LOOO HAZ'A1 1 AREA, COM�"llr,ip';IU+1E'L NOt 12'OM 0040 E : EFFECTIVE DAWD ARRR. 17. 1991 MAPREVISION DATE: A r (SUBJECT TO CHANGE) �`•`!� 10 U.E. NOTES: ? V' 1. BEARINGS ARE BASED ON THE EASTERLY Y y Z LINE OF LOT 37 BEING S0012'24 E. C E� Z ELEVATIONS AND LOT DRAINAGE TYPE SHOIIN HEREON ARE BASED ON SITE ENGINEERING F.H.A. PLOT PLAN PLANS FOR THE PROJECT. P - DENOTES PROPOSED ELEVATION DOMINION 3 BUILDING TIES ARE TO FOUNDATION. PER ENGINEERING PLANS 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED E - DENOTES EXISTING ELEVATION COURT THIS IS NOT A SURVEY. PER ENGINEERING PLANS. IN THE FIELD. THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS• RIGHTS OF WAY, SETBACK LINES. AGREEMENTS AND OTHER MATTERS AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA TIONS/LEGEND: EAk NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT ADIUSP.1.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-ORAINAGE EASEMENT CHORDP.C.-POINT OF CURVATURE O.R-OFFlOAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT -ARC LENGTH l.B.-LICENSED BUSINESS CH.BRG.- ORD BEARING S.RU.E.-SIDEWALK d UTILITY EASEMENT O.U.AS.E.-DRAINAGE. UTILITY A ENTERLINE A/C -AIR CONDITIONER PAD ADELTA CENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT LOT by LEIL W.O.2003-623 1 CAD° FlIE:CRONNCOLJ7.DNC G 7H15 SURVEY NOT VALE UNLESS A NONE INC. EMBOSSED '"'" � �'An REN90N DATE CITY OF SANFORD BUILDING DMSION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 37 Subdivision: CROWN COLONY Property Address: 103 DOMINION COURT 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). a 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 24 S.F. 0 3. 0 4. TO FOLLOW N/A 5. N/A N/A N/A I_X1 6. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 12 13 14 15. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,667S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, May 09, 2003 SIGNATURE: (By O or Authorized Agent) COUNTY OF SEMIHOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75534 BUILDING PERM CITY) COUNTY NUMBER: __................ ... .... _.... UNIT ADDRESS: ':� �------------------- --- v- 7--------- - -- TRAFFIC �unE: JUn�GDICTIuN: 06 CITy_OF ____ SEC: TW R PARCEL ��v ---- "~~°���.�~��-"�-~°~_Y~~� ~^-_~~ SUBDIVISIONx TBACTx ^ ^/�u_.r)�� '-------------------���� PLAT BOOK:B8OK4��GE: OWNER NAME: � f° ��'�' -------- � ADDRESS,. - APPLICANT NAME: ---------- ADDRESS% --------------l-�------_--_------_-_-------------_---_----------_- LAND LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family Houses Detached - Construction ___________________________________________________ FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ---------------------------------------------------------------------'---------- ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00' 1 $ 142.00 � LIDRARY CO -WIDE (:,.I dwl unit $ 54.00 1 $ 54.00 / SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.O0 STATEMENT : RECEIVED BYLQ - (P!EASE PRINT NAME) ' AMIAJE 2,205.00 SIGNATURE:_UCt_ 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 EAST FIRST ~ \ STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 3O0 NORTH PARK AVENUE SANFORD. FL 32771 v 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 CONJUNCN H TIOWITISSUANCE OF A***!.' FAMILY BUILDING PERMIT*****=***=****** i CITY OF SANFORD JUN 2 7 2003 CITY OF SANFORD "VISION RE CEIVED (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER: ADDRESS: 103 Dominion Court CONTRACTOR: Maronda Homes Inc., of Florida CONTRACTOR FAX: 4 0 7- 6 6 7- 0 8 5 3 DATE SUBMITTED: Wednesday, June 18, 2003 INFORMATION SUBMITTED (SHORT DESCRIPTION) ATTACHED PLEASE FIND REVISED SITE PLAN AND ELEVATION CERTIFICATE FOR YOUR REVIEW AND APPROVAL. RICH FOXX tj W l ,�� R r BU BUILDING STREET ADDRESS ld 3 laomlN/DJ� CITY L LATITUDE/LONGITUDE (01 ( W - ##' - ##.##- or ##.# FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE m_portant: Read the instructions on pages 1 - 7 SECTION A - PROPERTY OWNER INFORMATION Apt., Unit, Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. STATE L , etc. Use a'Comments area, O.M.B. No. 3067=0077 Expires December 31, 2005 For insurance Company Use: Policy Number ZIP LI NAD 1927 LJ NAD 1983 SOURCE: LJ GPS (Type): "USGS Quad Map LJ Other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER I a2 r,ro wry KIAur Number SCM! NOGG �G' B4. MAP AND PANEL B5. SUFFIrB6. RM INDEX B7. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATIONS) NUMBER DATE EFFECTIVEJREVISED DATE ZONE S1Z ) 004Q E7 _ 99 ( ) (Zone AO, use depth of flooding) B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ENGiA/EEr2in/G Pogn/5 Byi744pv�n/ L J FIS Profile I FIRM 1_1 Community Determined Other (Describe): eA(&AIE9e/Nb 407 - G i9 - 8 330 1311. Indicate the elevation datum used for the BFE in B9: 0 NGVD 1929 �_� NAVD 1988 1_I Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 Designation Date: A J A �_I Yes No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14construction Drawings" LJBuilding Under Construction" J_JFinished 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, V1430, 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 NbUD 1929 Conversion/Comments Ar A Elevation reference mark used 1 Does the elevation reference mark used a ❑ a) Top of bottom floor (including basement or enclosure) 4 6 9 ft. �PPear on the FIRM? �_I Yes No ❑ b) Top of next higher floor A �' ft v, Fdo2f/ LR+�/D S✓+CYEyOFZ ❑ c) Bottom of lowest horizontal structural member ( ) N zones only) N1q ft.(m) o o A a)p MA PPS R N . Z 005 ❑ d) Attached garage,(top of slab) �1t1q _ ft.(m) n ❑ e) Lowest elevation of machinery and/or equipment W servicing the building (Describe in a Comments area.) A/ A ft.(m) a a - ❑ f) Lowest adjacent (finished) grade (LAG) E " • ❑ g) Highest adjacent (finished) grade (HAG) �� Z ft'� 6 POMINICK F. cAvoNE ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 01 Ft fi !o - Z 3 200 ❑ 1) Total area of all permanent openings (flood vents) in C3.h _ NI fr sq. in. (sq. cm) J 3 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 tine or imprisonment under 18 U.S. Code Section 1001 CERTIFIER'S NAME IMeAVnAlo LICENSE NUMBER TITLE "0 Z006 P�Es�vENT COMPANY NAME ADDRESS GA, 2nn e—, rru CITY_ -- SIGNATURE .- vc.v LON JWCOP f L . -- .,v"` 32750 DATE TELEPHONE !>-Z,-Z! 407-630-9050 FEMA Fo 8 -31, January2003 See reverse side for continuation. Replaces all previous editions CITY STATE ZIP CODE ( Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1)'community official, (2) insurance agent/company, and (3) building owner. COMMENTS 4 Check here it attachments SECTION E BUILDI G 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 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 1^L_I ft, (m)1-1_1 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 ft. (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 1 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 V SIGNATURE DATE TELEPHONE COMMENTS I \ ( 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. 1_1 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. 1_1 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. [GE4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: 1_1 New Construction 1 •1 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 SIGNATURE COMMENTS ELEPHUNt DATE 1 I Check here if attachments PLOT PLAN for: MARONDA HOME_5. INC. DESCRIPnON: _ LOT 37, CROWN COLONY 3UBDIVISION RECORDED IN PEA BOOK 6 I PAGE(S) 7C thry 78 PUBLIC RECORDS CIF 5EMINOLE COUNTY, FLORIDA TRACT 'E" LOT 40 CONSERVATION AREA 0' 5�1 N42°35'38%V 500012'24"E 53.39' GRAPHIC 5CALE 8.90' -43.00 IC'D.E. F„46 0 .. .00 A E-41.8 in O 30' A F b CONCRETE SLURS f Z LOT 3G 10.00, 10.1 r LOT 39�� 40.00' MODEL: SUNBURY'H' TWO STORY (42 112) BLOCK o FINISHED FLOOR < ELEVATION —4G.91 p DRAINAGE TYPE: ' B' WITH 10' x 30' PATIO u') 3 . 3 Are _ Ay � r o.oa . N O CONCRETE �i DRIVE ((n� BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 7.5' SIDE STREET: 20' BUILDING LINE: 50' LOT 38 LOT 37 CONTAINS a660 SOUARE FEET/0.199 ACRES +/- v"� ` FLOW cm7inCA71oN y�9 BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE OY RATE MAP. THE STRUCTURE SHOtl1N HEREON DOES NOT UE WTHIN r� THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE "fl COMMUNITY PANEL NQ 120289 0040 E EFFECTIVE DATE: APRIL 17. 1995. MAP REV49ON DATE: (SMECT TO CHANGE) d FyJ� �IO'U.E.� NOTES: e�A• Z 1• BEARINGS ARE BASED ON THE EASTERLY E�5 UNE OF LOT 37 BEING SOO'I2?I E. C 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING F.H.A. PLOT PLAN PLANS FOR THE PROJECT. P - DENOTES PROPOSED ELEVATION DOMINION I BUILDING TIES ARE TO FOUNDATION. PER ENGINEERING PLANS 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED E - DENOTES EXISTING ELEVATION IN THE FIELD. PER ENGINEERING PLANS COURT THIS IS NOT A SURVEY. THE UNDERSIGNED AND CAVONE,INC• LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMA17ON REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SE79ACK LINES, AGREEMENTS AND OTHER NATTERS, 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 VERIRICAITON. ABBREVIATIONS GEND. =�AD P.T.-POINT OF TANGENCY CONC-CONCRETE WE- WALL EASEMENT F.E.-FENCE EASEMENT P.l.-POINT OF INTERSECTION LS-LAND SURVEYOR PJFC-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT P.G-POINT OF CURVATURE QR-OFFICIAL RECORDSI?Cr--POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENTTH L.B-LICENSED BUSINESS CH•BRG- ORD BEARING SdIAE,_SIbfWALK I!E UTILITY EASEMENT D.U.�SE.-DRANAGE,U11UTY d A/C-A!R CONDITIONER PAD pDELTACENiRAL ANGLE) 0.311.E. DRAINAGE UTILITY EASEMENT SIDEWALK EASEMENT IRIS -SURVEY NOT VALID UNLESS EMBOSSED REVISION DATE A NONE INC. "FTH L THE 9GNTURE AND RAISSEAL OF A FLORIDA LICENNASED SURVEYOR AND MAPPER LAND SURVEYORS AND MAP 300 SOUTH RONALD REAGAN BOULEVARD - �'^"� 7 • LONGWOOD. FLORIDA 32730-5499 DOMIN►CK F. CAVONE - PRESIDENT FAX Na (407) 338-3636 TELEPHONE (407) B30-9080 fLORIDA SURVEYOR & MAPPER NUMBER 2005 _ LICENSED BUSINESS NUMBER L.8.5073 PLOT PLAN 5 15 OD3 LOT by NER CADD FlLE: CROWNCOL37•1)IYG W.0.2003-6231 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 103 DOMINION CT for which permit 03-00002167 has heretofore been issued on 6 20 03 has been completed according to plans and specifications filed in the office of the Build' n Official prior to the issuance of said building permit, to wit as S' '� - z complies with all the building, plumbing, elect al, zo ing 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 DATE APPROVAL BUILDING: Finaled r„ FIRE: Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In IZIS � Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage ��'� Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs S` Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE AMOUNT 6/20/03 10.00 6/20/03 10.00 6/20/03 10.00 6/20/03 10.00 6/20/03 10.00 6/20/03 59.27 6/20/03 54.60 6/20/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 103 DOMINION CT for which permit 03-00002167 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 7/09/03 35.00 01-POLICE IMPACT - RESID 6/20/03 91.93 01-RADON GAS TAX FEE 6/20/03 13.33 01-ROAD IMPACT FEES 6/20/03 847.00 01-RECOVERY FD/CERT. PGM. 6/20/03 13.34 01-8CHOOL IMPACT FEE 6/20/03 1384.00 WD IMPACT:SINGLE FAMILY 6/20/03 650.00 SD IMPACT:SINGLE FAMILY 6/20/03 1700.00 163 OWNER BUILDING OFFICIAL DATE 7 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: �� 1 ADDRESS:� CONTRACTOR: PHONE #: L- 0-1— Li`1'J 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. ngineering161 Public Works Utilities Fire 0Zoning Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL 1S CONDITIONAL) w CERTIFCATE Off' OCCUPANCY REQUEST F O FINAL, INSPECTION Anxowj. �I SINGLE FAMILY RESIDENCE**** DATE: 1. PENT ADDRESS: CONTRACTOR: 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 3Fire ublic Works v'.5 P— 7 Zoning Utilities O Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) yw 10. CERTIFCATE OF OCCUPA \" REQUEST FOR FINAL INSPECTION 1 **** SINGLE FAMILY RESIDENCE***m ' 1 I I I • --�j .� �- I 1 i i � 1 , I 1 DATE: PERMIT #: HEa; ADDRESS: 1 L�� " �' Lj o _ > �' v Has CONTRACTOR:Cr (� N PHONE #: b1- Ln cic The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering _Public Works tties 7 v' CONDITIONS: (TO13E ►, DFire DZoning _I DLicensing IF APPROVAL IS CONDITIONAL) I <: W LAND SURVEYORS 300 COUNTY ROAD 427 5OUTH LONOWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 630-9060 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 103 Dominion Court Legal Description: Lot 37, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 37 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. C 'avonc i F or Ida Surveyor & Mapper Reg. No. 2005 L ce 1sed BusinLss Number 5073 Date Fieldwork Completed 9-24-2003 W.O. # 2003-13252 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD'INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Important: Read floe instructions on mes I.7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 103 Dominion Court CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 37 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( ##° - ##' - ##.##- or ##.###W) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAPE B3. STATE CROWN COLONY 1 120294 SEW40LE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0015 E 411'17195 4MV95 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Bamer 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 Drauvings` ❑ Building Under Construction` ❑ Finished Construction 'A new Elevation Certificate will be required when constriction of the building is complete. C2. Building Diagram Number 1(Seled the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3: a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floc (including basement or enclosure) �. �ft.(m) 0 o b) Top of next higher floor — _ft.(m) cn o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) _. _ft.(m) 00 g o e) Lowest elevation of machinery andlor equipment u, servicing the building (Describe in a Comments area) X f) Lowest adjacent (finished) grade (LAG). eft. (m) Z' o g) Highest adjacent (finished) grade (HAG) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 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. CERTIFIER'S 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 these spaces, copy the corresponding information from Secdon A ( For Insurance Q� use: I BUILDING STREET ADDRESS (Including Apt, Unit Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. CITY STATE ZIP CODE SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUoompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BULDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this 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 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest a4aoent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the oommunitys floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, C, and E are coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLOMDA ADDRESS CITY STATE ZIP CODE 1101 NORTH 101ER ROAD, SURE F ORLANDO FL 32810 SIG ATURE �.�y DATE TELEPHONE C...' ILZ-A%� /D A, /0 3 407-475-9112 ❑ 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. ❑ 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 oommunityassued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF CONY ANCEIOCCUPANCY ISSUED G7. This permit has been issued for: ❑ New Consbu lion ❑ 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 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: SUNBURY Builder: MARONDA HOMES Address: 10b 1)*i6on 1zur+ Permitting Office: City, State:SariF-L 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: 40.5 kBtu/hr 3. Number of units, if multi -family I _ _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A _ 5. Is this a worst case? _ Yes 6. Conditioned floor area (ft') 2223 fe c. N/A 7. Glass area & type i a. Clear - single pane _ 267.0 W V 13. Heating systems b. Clear - double pane 0.0 W _ a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tint/other SHGC - single pane 0.0 f? __ _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 ft, b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(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, 720.0 02 _ _ EF: 0.93 b. Frame, Wood, Exterior R=11.0, 992.0 W b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 ft- I V d. N/A c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 12W.0 ff 15. HVAC credits P1 b. N/A - (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable 'Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.12 Total as -built points: 27355 PASS Total base points: 30107 I hereby certify that the plans and specifications covered Review of the plans and by this calculation are in compliance with the FI rida specifications covered by this 04-I ST9?ct EnergyCode. calculation indicates compliance %., Z. o� ,,, ; I PREPARED BY with the Florida Energy Code. Before ti �����:�` DATE: MAY 0 9 construction is completed 0 a this building will be inspected for I hereby certify that this b 'ng, as designed, compliance with Section 553.908 eoaa compliance with the F!ZZR��aMO,�UILDING Florida Statutes. OWNER/AGENT: OFFICIAL: -DATE: MAY 0 9 21113 DATE: EnergyGauge@ (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 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1,00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 .16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16 835.2 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1,90 1884.8 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 Base Total: 1871.0 3364.1 As -Built Total: 1871.0 2831.3 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 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: S8.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 136.0(p) -31.8 4324.8 Slab -On -Grade Edge Insulation 0.0 136.0(p -31.90 -4338.4 Raised 0.0 0.00 0.0 Base Total: -4324.8 1 As -Built Total: 136.0 .4338.4 EnergyGauge® DCA Form 60OA-20C 1 EnergyGaugeD/FlaRES'2001 FLRCP13 v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer Points X System Multiplier = Cooling Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier (DM x DSM x AHU) Credit Multiplier = Cooling Points 43640.2 0.4266 18616.9 1 48091.7 48091.7 1.000 1.00 (1.079 x 1.150 x 0.90) 0.310 1.117 0.310 0.950 0.950 15816.8 15816.8 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(DRaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1,00 231.1 As -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 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 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Bass Total: -2 58.4 1 As -Built Total: 136.0 340.0 EnergyGauge4D DCA Form 60OA-2001 E nergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X Points System = Multiplier Heating Points Total X Component Cap X Duct X System X Ratio ' Multiplier Multiplier (DM x DSM x AHU) Credit = Multiplier Heating Points 6054.1 0.6274 3798.3 8298.9 8298.9 1.000 (1.068 x 1.160 x 0.92) 0.474 1.00 1.140 0.474 0.950 0.950 4259.6 4259.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(DRaRES'2001 FLRCPB v3.21 r FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18617 3798 7692 30107 1 15817 4260 7278 27355 EnergyGaugeT1 DCA Form 60OA-2001 EnergyGauge&FIaRES'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 Maximum:.3 cfm/sg.ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 _ Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations 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 perimeter of floor cavity between floors. Additional Infiltration reqts 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 b 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 Zor cutoff (pas) must be provided. External or built-in heat trap required. 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 _ Se crate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls. -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge'" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 S ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit 3. Number of units, if multi -family 1 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? ye 6. Conditioned floor area (W) _ 2223 ft' c. N/A 7. Glass area & type a. Clear - single pane _ 267.0 ft' 13. Heating systems b. Clear - double pane 0.0 W _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft2 d. Tint/other SHGC: - double pane 0.0 fig b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation _ R--0.0, 136.0(p) ft V 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, 720.0 ft- b. Frame, Wood, Exterior R=11.0, 992.0 ft- b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 ft d. N/A c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 1200.0 ft 15. HVAC credits b. N/A _ (CF-Ceiling fan, C V-Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ RB-Attic radiant battier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this hoe 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. MAY 0 9 2003 Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons EF: 0.93 PT, ws *NOTE. The home's estimated energy pen formance 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 EnergyStar'designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the, Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) 0 r cD CV 117 rn C14 0 z cr ,- a w4gnc WINDL OAD SPECIFICA TION 0108 tjalton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF I. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 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 STRbCJ.URE AND IN ACCORDANCE;,WITHr� RR IT BUILDING copE-�;FOP -:0ADS LISTED ON Approved: n 'WS W an. F.E 33$5 ADN'SON Qk PEN§ACOLk FL42514-- -.• FLORIOk�&RTIR1 A60NI'NO': 00444W. ,= CEORCU.P,O�F rAJION NO.'01&519 i,1�_ NORM ChR011f0 EP.TISCAt 9w N�-0�.3636 Oate: 13 GA HORIZ ANGLE I. 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J8-US BRACKET ATTACHMENT (1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8" LAG SCREW AT EACH JB-US BRACKET .054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB-US BRACKET APPROVED SIZES: 9'-0" MAX MOTH x 14'-0' MAX HEIGHT MAXIMUM SECTION WIDTH 21" OP r1ON CODE. p:1'08_ �- REv.• P I WM 9' x 14 ' MAX 44 PSF 1 OF 4 TRACK, ENO HINGE, TOP BRA Cl(E-T REQUIRE-ML 1 /4-20xs/16" TRACK----__ BOLT & 1/4-20 HEX , NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8"- TEK SCREWS (P/N 141668) 14 CA WIDE BODY HINGE 00 (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1/4-20x5/8" SCREWS END HINGES 9. 11 20 GA "�• BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) LH,HII0CrE RH END HINGE � t y - NYLO'ROLLER ° (PfN 270791) ;lS - .0i a B0TT BRACKET \ (P/NH-2.70 54 & LH-2103`55) r y (31-1 /4-2flx7/8.. � '.-qEK CREWS 1 11(PlN 100507 Approved: W.S. Wilson, P.E. . 3395 ADDISON DR., PENSACOLk FL 32514 FLORIDA CERMCAT10N NO. 0048489 GEORGIA CERTIFICATION N0, 0 185 19 NORTH CAROLINA CERTIFICATION NO. 023836 DO te: 3 _ 5-- O ( OP riOw CODE' 0108 1 REVS- P .• I I / I t /2" L .(20 GA CENTER 16 GA ENO STILES STILES) WM9'x 14' MAX44PSF 2OF4 G m U-BAR L OCARONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U-BARS LOCATED AS SHOWN I. 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 1 � (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE .,` • . / !fir '.aT•� �� Approved: 19S. wuaon, AE� , 1 1 n R• ` � ; '' 3395 �QD1SbtQ' OR.' 1P�141'�a.x"tL��25J�.ir;:. FLOMOA;CERTIFICATION NO. 0048481� nC CI OFU CERTIOC71T1DN FlCATIIChaT8519 rORTH-)PAWUNA CERTION HO ! 1 + its Date: OP T70N CODE' :.'C i i��3' REV. P WM 9 ' x 14 ' MA a4F 3 OF 4 r, ary' Ct aJ ����y Wind Load Test Report Report J# 0108P February 1, 2001 TESTREQUIREMENT: 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 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. ( I) 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 l%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: I. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSl 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 An'Wem-:QA18(Q127). APPROVED. � �� . �, •. Based on o(her'tes pein qu79ale# "Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ® �3 CITY UBa.JING DII�S�N Name: r:-� _ W.S. son, 3395 AddisorrDr., Prrlsa✓oka;-Tt 0:..,, t; •; •�',� /�� Florida Nd..OD�t$ $ .�a'�iti (v� '� �i/J �etst; Georgia Cert N'o�fJt8S•!• "`~'��'. - North Carolina CyrC'N& 6 cD rn rn CV 6 z as Wayne 135lton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: INDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16*-0• MAX WIDTH 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 5/16"xl-5/8" LAG —\ OVERLAP TOP AND BOTH ENDS OF SCREW AT EACH 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"o-� HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB-T BRACKET A ATTACHMENT YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1 /4"-2Dx9/16" -� 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 S. LOCK OR OPERATOR IS EACH SECTION EXCEPT TOP SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR"THE LOADS LISTED ON THIS -DRAWING.',.:. ': JB—US BRACKET LOCATED Approved: _ 1 1t %�" AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER ws.pfilso�l.• 1. "Y. �"'� . -' �.. �''�' 3335 •ADt O .OR p 0 Fl325 = (P/N 125139). GMACA-ZtFMCnON'f((J- 0185i9 v NCRT}101IN�1F1t>j1FkJfION Date:—odG.•.'� �_, OP FION COO, 7-,`:F �1t( `,; . 'RE"v.- P1 WM 16 ' x 14 " MAX, +27 -29 PSF 1 OF 4 TRACI(, END HINGE TOP SRACffEET REQUIREMENTS f 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) ®Q5NI ':kRROW BODY�Fi1NGE s!!► -k •� I 0 I F 1, (4) 1/4"-204/8" SELF —THREADING SCREWS (2) 1/4"-20x5/8" i \ 2" NYLON ROLLER W/ 4 1/2" STEM TEK SCREWS ALL / END HINGES (P/N) 108135 O I Y GO ;"7/16" PUSH NUT AT EACH WIDE BODY HINGE (P/N SEE S AROLLER (P/N 243341) BILL OF MAT L) t• LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA ;'OR HINGES U—BAR HIN•� RH END HINGE (3) 1/4"-2Ox7/8" TEK SCREWS (P/N 100507) Approved: _ �• ws. 3*n�, P.E 3395 AOOISON OR., PENSA Lk FL 32514 I FLORK A CEFMFCA110N No. 0048489 GEORM CUMF1C.1110N No. 018519 NORDI OYMNA CERnFCAT10N N0. 023836 \ / Dote:' -,2 9- o ( —1 /2" BOTTOM BRACKET (P/N RH-270354 & LH-270355) 20 GA CENTER STILES 16 GA END STILES � OPT/01v CODE' 0110 1 REV,' P1 I WM 16' x 14' MAX, +27 -29 PSF 12 OF 4 U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS NOT W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN ° t 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 CA 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:.,: 'r r� i r _ f-•_ . 3395,;�p150H DR:"PEN5A4�l�F'G`3251Sn" .c +',GEORdA�C6f1FICAi1QF1�Ni1. bf$511 Fc- �•' Date:'-- (I ^� T O �H+N(r 023Q6 y� o Dat- (I -�6'-0 ,� , =� r. _ ... o L rionl c�d�F�,Q �;;, �1'� t' REV P1 WA�J 16 x 14 MAX, +27 -29 PSF J OF 4 CENTER STILE & INTERMEDIA.TE HINGE L 0CA TIONS Approved: ws. x,lsw,. P.E 3395 ADO150N OR., PD}WMLA, FL 32514 FLORIDA CEHi mnON NO. 0048489 CEORCIA CERTMTION NO. O M 19 NORTH CAROLINA CEFMF1CATI0N NO. 023836 Date: Q- z B —0 f IV W ORANGE COUNTY QUILDJP � DIV. OP7/ON CODE.• 0110 1 REV- PI I WM 16' x 14' MAX, 4-27 -29 PSF 1 4 OF 4 Wind Load Test Report ' Report # 0110P 1 February 22, 2001 'EST REQUIREMENT; The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;�L. Product was installed with toots 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 mwdrnum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER 0110 P TEST DATE: February22, 2001. Temp 71° F. PRODUCT DESCRIPTION' I. WayneMark Model 8000, 160, 4 section. 2. Exterior skin has minimum of .0175. The nunimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 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 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 apprgyedl jo 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questigp.�i d Ans vetyr,GA18(Q127), O. APPRO1 r I Based on o_ er tas b' uidill' `' 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. �� >'Narne _` �q.�gvW,r� �^,►�?r^^;;rpF� ryti x�� 't"u�rrC--mat W.S. Wilso"a, g _.8-�(i` --1 3395 Addiion. 'ir„'P nfi Coa''�, 5 t4 Florida Cert t4 �.4S0g8 J,V _ Georeia Cert'No. U18�,� � ; :• -ye U$ n 3 :s I .af U G. d d _r '�a 6 !u � 11 t 'i Imo} rt. AI:t y Vag r �1 M.� i 44 t— •C�a'�1w1�de.m T ,al Xi /% /Z-,OOK • • E wa me 10#on MODEL: STYLE: DESIGN PRESSURE: WINDL OAD SPSCIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T-0" MAX 'MOTH x 14'-0" MAX HEIGHT RAISED PANEL SCC # p MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF Z aoCo NOTES: I. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSS GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. MASTER PLAN 13 GA HORIZ ANGLE i I .054" HORIZ TRACK �'-1 , I (2) 1/4-20x9/16" I TRACK BOLT & (2) I 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE ,BOTTOM SECTION. (P/N 125139). S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. in C'4 to M rn CN 0 z a n. Approved: W.S. Wilson, P.E. JJ95 A001SON DR., PENSACOU, FL 32514 FLORIOA CERTIFICATION NO, 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION N0. 023836 Date: R' - 2 9 .a OPTION CODE 0708 1 REV- P1 5/16x1-5/8" LAG SCREW I AT EACH JB-US 0 BRACKET o .054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8-US BRACKET •, WM 9' x 14' MAX 44 PSF ( 1 OF 4 TRACK END HINGE; TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1 /4-20x5/8"— TEK SCREWS (P/N 141668) 14 CA WIDE BODY HINGE 0 •\ O I -- (4) 1/4-204/8" SELF —THREADING SCREWS (P/I` 100320) (2) 1/4-2Ox5/8" TEK SCREWS • G ALL END HINGES 0 , 4" 3" 20 GA "a • —..� U—BAR ..�. WIDE BODY HINGE iw\\—(P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) i BOTTOM BRACKET \ (P/N RH-270354 —• �' & LH-270355) �. 0) 1/4-20x7/8" .� TEK SCREWS (P/N 100507 Approved: ws. Whan, P; 3395 AOOISON OR PEN 4MLA. FL 72514 FLORIOA CMVICATION NO. 004M9 GEORGIA CERWOT10N N0. 018519 NORTH CAROUNA CVMFrAT10N NO. 02-Wa Date: 4 r i. (40 V ` di 4 16 CA END STILES (20 GA CENTER STILES) OP 7701V CODE.' 0108 1 REV.' Pi I WM 9' x 14' MAX 44 PSF 2 OF 4 U-BAR L OCA TIONS u 10 ml NOTE: MAXIMUM SECTION WIDTH IS 21" s' 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 mp`' -' I 9 —o r-NliRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-5" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: w.s. wagon, P.E. M95 ADOISON M. PO4SACOU` FL =14 R.ORIOA CER FOTION NO. 0046489 GEORGIA CFRTiF1 MON NO. 018519 NORM CAROIJM CE7tT MTION NO. QM6 Date: OP77ON CODE.- 0108 I REV P1 I WM 9' x 14' MAX 44 PSF 3OF4 Wind Load Test Report Report # 0108P1 •STSTTEEMENT• February 1, 2001 REOM 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 1296. (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 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P .1EST DATE: January 25, 2001. Temp 64" F. .tODUCT DESCRIPTION: ��C 1. WayneMark Model 8000, 9x7, 4 section. 2.. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. M���ER 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. -- APPROVAL BY SIMILARITY - Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests a uivale t. AIuminurn Louvers and Styrene Window Frame Assembly per test number 020501. ,Me: 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 0 T cfl rn N 0 z wayne Dalton MODEL. STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 WAYNEMARK 8000 & RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. *130n, P.E 3395 ADOISON DR., PENSACOIA FL 32514 FLORIDA CERTIFICATION NO. 0048489 CFARCIA CERTIFICATION No. O18519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: f-29—of 8100 APPROVED SIZES: 16'-0" MAX WOTH x 14'-0" MAX HEIGHT SCC # O� . �0 MAXIMUM SECTION WIOTH 21" 067" HORIZ " (2) 1/4"-20xS TRACK BOLT a 1 /4"-20 HEX 5/16"xl -5/8" L SCREW AT EA JB-US BRACM DRILL .281 OR 9/3; HOLE IN TRACK F JB-US BRACH ATTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JB-US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECT101 067" VERT TRA (1) JB-US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLS (P/N 125135 OPTION CODE- 0170 1 REV.-P1 I WM 16' x 74' MAX, +27 —29 PSF I 1 OF 4 TRACK END HINGE TOP SPACIKET REQUIREMENTS 1/4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1 /4"-20x5/8" TEK SCREWS (P/N 141668) SCC # • 02-0t�( MASTER PLAN NARROW BODY HINGE (4) 1/4 2Ox5/8" SELF -THREADING SCREWS (2) 1 /4"-2Ox5/8" TEK SCREWS ALL END HINGES 7/16" PUSH NUT AT EACH" ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE Approved: Z;' W.S. W9aon, PE M95 ADOISON DR.. PENSACOIA, FL 32314 FLORIDA CERTIFICATION N0. w4W9 GEORGIA CERTIFICATION N0. 016519 NORTH CAROLINA CERTIFICATION NO. 02=6 Date: 1-7-2 g- o ( 2" NYLON ROLLER W/ 4 1/2" STEM (P/N) 108135 V \O WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U-BAR RH END HINGE„ (3) 1/4"- 20x7/8" i (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 15 GA ENO STILES U1`1101V CODE: 0110 1 REV.' P1 I WM 16" x 14" MAX, +27 -29 PSF I 2 OF 4 v-BAR Z OCA TIONS 0 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 SGC #G MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-5" 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 0 (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson, P.E 3395 ADDISON DR., PENSACOUA. FL =14 FLORIDA CER11FICAMN. NO. 0048489 GEORGIA CEA70110N NO. 018519 NOiM CAROUNA COMFICAMON NO. 023836 Date: OPTION CODE 0110 1 REV- P1 I WM 16' x 14' MAX, *27 -29 PSF 3 OF 4 CENTER STILE & INFERMEDIA FE HINGE LOCA AXE 16' ASTER PLAN 14' 12' 10, Approved: wa wamn. P.E. 3395 ADDISON OR- PENSICOLk FL 32514 FLORIDA CE MFrAflON N0. 0048489 GEORGtA CEF:IIF1CA710N N0. 01&519 NORTH WOUNA CFRTIF1CA110N N0, 02=6 Date: Q- Z g -o ff OPTION CODE 0110 1 REV. P1 I WY 76" x 14' MAX, +27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REQUIREMENT; The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 3/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma�dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp 71° F. .'RODUCT DESCRIPTION: S C C # QZ - 00 6 1. WayneMark Model 8000, 16x7, 4 section. MASTER N P' ^ 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. �./'11 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 SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based ono Aluminum er tes b uival . Louvers and Styrene Window Frame Assembly per test number 020501, jXame: . W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georeia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667 9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. if. Governmental Product Approval: AgencyAgengy Initials/Date Agencv `Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/o2 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,, City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 CAULK TOP OF MULL #10 X 3/4" TEK SCREW - JAM 1x3 MULLION (XFLA-26-1) Ix4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BOTpO OF MULL PRECASTED SILL Lik;Z CHART FOR FASTENERS MULLION ANCHOR CLIP 16 GA GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION (XFLA-26-1) Ix4 MULLION (XFLA-39) 3/4"MAX SEE CHART FOR FASTENERS VERTICAL MULLION SCHEDULE SINGLE UNIT WINDOW TYPE OF MULLION TYPE OF CLIP WINDOW DESIGN PRESSURE WIDTH HEIGHT NUMBER AND INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS 26" 1.0 x 3.0 -1_� x --- --- OK 4 �� 3 16o x 1-1 2 TAPCONS 19-1 8" 50_ 6-8 _ /_ --- --- 4 _ 3f 6 �_x i_ J2 TAPCONS 63" _ x_3.0--- OK ----K---- 4 J6� $ i- J2T T_APCONS ---1-p 1-J2" TAPCONS 28" _ 1.0_ x 3.0 -- OK- 4 3 ldi x 1-1 2 TAPCONS 38_-1 4" T + 26-1/2"50_-_5z8 - --- -_-1=0_ x 3.0 --- 0_K _-- _'_ 4 4 3 150 _x 1-1 2 _TAPCONS 3JB_0' a_�l_ J2" T_APCONS 63" 3.0_-_ 1A x 3.0--- --- OK 4 J60�,_x 1_ J2II TAPCONS 76-3 4�' - "- -' --- I.0 x 3.0 --- -K_ _ 4 3 18� x iZv TAPCONS 26" ___:_0 x 3- OK OK 4 16�.�' x 1-1 2" TAPCONS 38_ iTi _ x 3.0 - _`_ 4 3 160 2 TAPC_ONS 37" 50-- 8 -__1_0 --- U.--- OK--- 4 _x__1_-1 _3J60 x i-�2'� TAPCONS 63" 76-3 1.0 x 3.0 ---1 ' -' ____ �K___ 4 4 _3J6B_x 1_ J2 _T_A_PC_ON_S 160 4-' 28 " 0 x 4.0--- --- OK 4 _3 x_ 1-1 2° TAPCONS 1 4fd r x 1-1 2' TAPCONS 38_-1 4 __-1-0 x-3.0 ---OK- _ -1,4 4 _3 16_m _x__i-_1 2 T_A_PC_ONS 53-1/8" 50-5/B' - -1.0 -- OK-- - - 3�6_��' x 1-1 2TAPCOITZX3.0--- -1 g 3-_- --- - _--r-_-sF 4�' x 1_ 1 TAPCONS 78=3 4 1.r0xs4.0 _-- OK 2 1 40'TAPCONS Og---- 2�j-14'rx 1-1/�-TA-PCONS MAWAGTURER NAME: n► _r/ MASTER FRE # '7 NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 8063 T6. OR 8063 T5. CHARLES A..PN. 2) MIEN THERE IS ONE TAPCON (1/40" X 1-1 2.) FL REG. EHG.. 49121 ON EACH PLACED ON ANGLE �E MULLION CLIP CENTERLINE. DATE: 3/21/02 3) CONCRETE COMPRESS STRENGTH — 3 AT 28 DAYS. IVS .000 PSI k Iy��1tAN1)�X PAGE 30 NOTF�• _ 1) ALL ALIJMINUM EXTRUSIONS ARE OR 6063 T5. ALLAY 6063 T6, 2) WHEN THERE IS ONE TAPCON (1/40' X 1-1//2`) ON EACH ANGLE LEG, THE TAPCON SHALL bE PLACED ON MULLION CLIP CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH - 9,000 pf;I AT 28 DAYS. CHARLES A. PAG F; F' REG.Em. 49121 DAM 3/21/02 CEPnan F PMA B.O.A.F. MANUFAC URER .NAME: . 1 �nlPnwlAF✓ ��� _ MASTER FII.E # % 00 x 3/4' TEK SCREW DW SILL SH HEAD UNT!' HORIZONTAL MULLION SCHEDULE INDOWSIN TypE pF .MULLION WINDOW WINDOW DESIGN PRESSURE TYPE OF CLIP WIDTH HEIGHT NUMBER AND INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS A 26 1`Q x_30 --- x 3:_0 --- _0_K --- 4 3 160 x 1-1 2 TAPCOr 0--- --- pK ---_ 4 _3�B�T---_ 1- J2" TAPC'01 63" 76-3 4�' __' 1.O x 30--- '_ --- _ OK --- OK--- 4 4 _x 3 16_u'_x_ 1= J2Y TAPCOTI B0� 26" pK 4 _3 % 1-J2a TAPCOAI 3 160 1-1 _ 1 D 3 p 1 D' s 3 p--- --- OK__-- 4 x 2$ TAPCON _3 160 % 1-1 2 TAPCON 2B-i/2 50-�5 6�' - -- - -x 3:- _-- OK-___ 4 -,�---- _3JB0 x 1-J2a TAPCOTI 63" 76-3 4' ---1.0 x 3:D '- --- - --- Y.0 _ _-___-_ --- OK --- --- OK--- 4 4 -3 1 x 1= 2 TAPCON 3J60„ x 1:: TAPCON _26" x 3:0 1.0 x 3.0 OR 4 '3 160' x 1=1 2" TAPCON 3B_=1T4' 37" 50-5�8�' _ --`1.0 --_3_:_0--- - 1.0 ___ 3C _0_K --- --- _ __ OK__-- 4 4 _3 16_� 'x 1-1 2 TAp CON, R---- a------ 3J60 X i- J2 TAPCON, _63- _ ---- 3.0 --- - - OK 4 _3 16_0�_x a 1::l TAPCON: _g --- 1.0 X. 3.0 --- pK--- 4 3 i=1 2"----- 160„ --1 -J TAPCON. 26 38_ 1 4�' 1.0 x 3 0 . _ _ _-- - OK--- OK 4 -. 2 TAPCON: 16_0 53-i 6" _T� / 50_5Z8 __ 1.0 x 3 0_- _ pK __ -__� -- _3 4 x 1-i 2 TAPCON; �- --Q------ 3%1B x l-i�2 TAPC0N: 63" --- 76-3 q�' ___1.0__x_3_:_0_ iA x_3:0 -- --_-�- l.o x gin`--- - --- OK: ---- ----_1 �2 -1� 2 x 1__1 2-TAPCONS - --------- 1 40" x 1-1 2" TAPC-0 ix3 MULLION (MA-26_1) lx4 MULLION (XFLA--39) OK 2 1 4'r x 1-1 2' TAPCDNS (XF'LA-26-1) lx3 MULLION DW SH HEAD d r.,i31124� �fA1�(��0'I'URER Nam; PAGE 24 /4 ,T (2) 110 x' 1-3/4" PH -SUS INTO 2 x B OR 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. a SEE ELEVATION FOR ANCHOR SPACING. .a c (2) 110 x 1-3/4" FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. f2)10 x 1 3/4' PH-SMS DIY) 2 BY BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I F_ WOOD BUCK ALL 1L0' PAN LS k 60.0 D-P.. DooH LNAH7 No. OP Na OP 75* 80 (41 19 46 24 a DD.6' 48 58 152.750" 57.6 67.6 18 5 11LS76• 80' 6Z5 67.5 24 8 67.6 57.5 18 B 128" so' 68.7 18 to 8 es626 (ze) Mai e6.8 B eor 45 45 10 6 147.876' 98" 45 SO 10 80.5' it) 45 24 10 162750' � 48 18 10 w.sr6• 9e' 48.9 48.9 24 10 75.5" Ie) 61� 686 fa 10 65.4 18 !0 64.6 6" to ML 825 ( 5) 64.6 64-8 10N&I 10 IN RIDICA7ffi !0 EAR8Tl1R1:4l9 i12Wm PANlQ. Sgg HI PEEL STF.FI. A9R/Jv R 1d AS s REQUIRED SHOWN) TYR JAMB. SE( LI _ MUDD TRACK AS REQUIRED 1 BY 2 BY (2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED,. MAX SIIIM STACK 1/4 2 ALL ALUMINUM EXTRUSIONS ARE ALIAY 6063-T6. OR 76 WITH TYPICAL WALL THICKNESS OF - 0.62' . S) USE IIIGH gUALtCY CAULi( 4 BEHMI WINDOW FLANGE. GLASS THICKNESS BASED ON TABLE E1300 GLASS Cam. AND MAY VARY DEPENDING ON SIZE. 5) THE SD3IITTY PRODUCTS FOR SELECTION OF NORANDEX UCTS S TO MEET ANY APPLICABLE LOCAL . LAWS. BUDDING CODES. ORDINANCES -OR OTHER SAFETY TION RI71%D O�WNBRE S CO�� WITH THE ARCHITECT. 7) CONCRETE COMpREMVE STRENGTH a 3.000 PSI AT 28 DAYS. 1/4' SHIM --•I i.-_ MAX (2BY2)7frce, a: AM11 ruar-nnGD lit � 9 CLAW DOOR . ANALYSIS GHM DE4fCN IDS No. OP ANCHORS Na OP ANCHORS A ti a q B>SAn A su1 Fatua 66.7 89.4 88.7 7AiIB (� w 09.4 66.7 a CS 88.7 77.4 80.7 838 68.7 BSe 24 iB 8 8 J [ti 88.7. 79.8 667 75.8 f8 20 9 O r ' q OD 80 p O 80 8o 10 eD so 80 !e 10 n1 -eS8 66.8 6e.7 71.3 24 16 to to O .. . 85.7 718 65.9 e6.9 16 20 to ID O 6&7 86.2 t0 (2) 3/16'0 x 2-3/4" TAPCON 10 C y y k w b 0 OR MIAMI 6 o DADE APPROVED CONC. SEE ATION 0 qZ b 1� � ` A E�LE FOR ANCHOR o q SPACING. to a a k iO4 a z o o y &I 0 � o NOS • � ��..\r..�� Iv ~ r tip Wy 4BY2) rlexu.>� 41m11 III NORANDEX PAGE 23 (2) $10 x 1-3/4' PH—SMS INTO 2 BY BUCK OR 3/I6'p z 2-3{4� TAPCON iHRU 1 BY BUCK {SHOWN} WITH A 1-1/4 MIN, EMHEDy[gNT ITIfO MASONRY. SEE ELEVATION FOR ANCHDR SPACING. (2) #10 z 1-3/4- FH—SUS INTO 2 z BUCK SEE ELEVATION FOR ANCHOR SPACING, L 2 HY NVUOD BUCK 1 3/4' PH—SNS INTO 2 BY BUCK WM 1-1/2' UIN 01BEI)MBNT SUCK ELEVATION FOR ANCBOR SPACING. 3/16" TEMPERED GLASS DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME CAPACTPY-PSF NEAD ANDS ` WIDTH/HEIGHT EX7'EANAL INTERNAL ILL JAUB 301r�6` z 591/2 " XX XXX �C� ALL 361r16` g 591/2 " 53.3 55.8 10 16 18 6 30 �6` x 791/2 " 49.8 49.8 12 18 22 ` li 36 16` Y 791/2 " 49.7 49.7 10 16 20 8 SERIES 5D0 45 45 12 .18 22 8 P SLAG GLASS DOOR OPERABLE PANELS �' AGMA B.O.A.F. z TA TAPCON MANMAC NAME, I = WOOD BUCK ONO OR MIAMI IAUJ DADE APPROVED CONC. g y�I W) FASTENERS. SEE ELEVATION ANCHOR SPACING. OR uu rxncK AS mum 1 BY / (2) 3/16"A z 2-1/4' TAPCON OR AGAM1 DADS APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES. 2; SHM AS ALL ALUMDJUIL ExTR us AMAX STACK 1W6 OR T6 MTH TYPICAL WALL ARE ALLAY 60g3—T6 3) USE HIGH QUALM CAULK BEHIND VMo VCKNESS OF 0.62' . 4) GLASS 'THICKNESS BASED ON "TABLE E1300 GLASSGE CHARTS, AND MAY VARY DEPENDING ON,sIM 6) THE RESPONSIBILITY FOR SELECTION OF N9RANDKX PRODUCTS TO MEET ANY APPLICABLE LDCAL LAWS, BUILDING CODES. ORDINANCES OR OTEM SAMTY REQUIRKdF M REST SOLELY WITH THS . ARCHITECT BUILDING OWNER `OR CONTRACTOR;. 6) CONCRETE C9MPRBSSM STRENGTH 3;000 PSI AT 28 DAYS (2BY2) •• (4BY2 - avvi��iiVLLa.11. p PAGE 22 B 10 X 1-3/4" P.H. S.M.S W/1-1/2' MIN. EMBEDMENT SEE ELEVA170N FOR ANCHOR SPACBG. 1 10 X 1-3/4" PH,,S:M.S. W/1-1/2` MIN. EMBEDMENT SEE ELEVATION FOR .ANCHOR SPACING. NOTES: I) :SHIM A5 REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM: EXTRUS10NS ARE ALLOY 64"' OR.'TB: NTH 'TYPICAL WALI4 THICK OF 0.62` . 3) USE :HIGH QVAIM CALU BEHWD WINDOW 4 CLASS. TMM- BASED ON TABLE E1300 CLASS CHI; AND 3i1Y VARY DEPENDING ON SIZE 5) PROTuri POt SIDIbITr -YUR SEI.I�,'TION OF NORANDEX BURR- MG uw�; .ANY -APPUCABLE LOCAL LAWS, o REQ 'CODES 012DINAHtES .OR OTHER SAFETY as B NTS:`1ZES ; SO Y WITH THE ARCHITECT; i NOTE,* OwN>SR'. �R"CONTRACTOR. B) NOTE '+ ` DDICATM' THAT E UAL F ^ HEAD' AND SILL' APO Awnn zj, FASTENERS AT ALT- FIN ATTACHMENT UNDER SHEATHING - CENTRAL FLORIDA R.O.A.F. ACrURER NAME: O/Q�✓Afii - --- MASTER FILE # 3 O HEADER AND SILL SECTION 1/1 1/21 MIN. �n s WOOD FRAME SEE_ELEVATION FOR ANCHOR SPACING. ! 10 X 1-3/4" P,Ii S.IiS. W/1-1/2 MIN, EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. 1 11111Y11:1 1 S f MA]L (TOP AND BOTTOM) CHARLES" A _ Yk E. FL REG.` E,m. 49121 DATE , -3/e9/0R-' "' LIONS P1INDOW FASTENINO.ANCHORS HEIGHT 0• ANCHORS HEAD/SILL:NCHES J:D�U�LE SEE NOTE 6PSF PSF Tn 2 2 2» 2 2 '� 2 2 W.. Zs 25" 2 2• �. 9 3• � 2 2 2 2 Zs q 2 _2 2• 2 3 3 7-1/4" 2 2 29 3• 2 '�" 3 3 �. _3 2 3 4• ' 3 3 co 1-5/8 2 2 2' 3 3 3 g+ 3 3+ � 3 4' 3 3 3 3 3 3_ 62' 72. 2 •2 e e ry--�4- 4' o y 3 4•2 2* 5 co 6-3/4` 2 2• 5 5 r4 S:R' fu: unr his �1 i 4 NORANDEX PAGE 10 1 10 X 1-3/4" P.H 3 W/I-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING i 0 a 415/416 1.500 10 X 1-3/4" P.H. W/1-1/2" M'N, EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIkt� __. A :... a . ALT. FIN ATTACHMENT \o UNDER SHEATHING FH- # # 10 X 1-3/4" P.H. S.RS. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. P. TYP. JAMB SE CTION © WOOD FRAME I SHIM 1/a" MAx (BOTH AMBS) 2.437 4 10 X 1-3/4" P.H. S.M.S. W/1--1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION WOOD .FRAME CHAR ES A PA .P �E, FL KEG. ENG. L ,4812E DATE: 3/27/02 NOTES: 1 SH1M AS REQUIREDDqUM, MAX S 2Fi1M STACK 1/4', OR T6, ALL ALUMTHT EMUSIONS ARE ALLOY 6063—T5 3) t}S$ HIG}Qi]Aldfy CAULK CAL WALL THICKNESS OF 0.62' . 4 GLASS THIEKTIESS BASED ON WINDOW GLASS FLANGE. CHARTS, AND -MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO I,iEE'T ANY APPLICABLE LOCAL LAWS, BUILDING CODES, 'ORDINANCES OR OTHER SAFETY RE4111REMEm REST SOLELY WrrH THE ARCHITECT, BUILDING -oWftR OR CONTRACTOg 6) NOTE • INDICATES THAT 'EQQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. 0.0 'DETAIL—C SASHy W � �// a DETAIL—B. f K I FA JNURANl. EX PAGE 21 3/16- TAvrn., ARIA. 1-I/A" MIN. EMBEDMENT 1 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2 M1N. E1{BEDMENT NOTES; ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4`. ANCHOR SPACING. 2) ALL ALUMINUM Ae e e e e $XTRUSIONS ARE ALLOY 6063-T5 OR T6 WITH TYPICAL WALL THICKNESS of 0.62, . 3) USE HIGH QUALITY CAULK BEHIND ° 4 WW I`'LANGE 4 INDOGLASS THICKNESS BASED O CHARTS, AND MAY VARY DN TABLE INDO GLASS 6) DEPENDING ON SIZE `RE<SPONSLBiiM THE FOR SELECTION OF NORANDEJ PRODUCTS TO MEET ANY APPLICABLE LOCAL LA19S. BUILDING CODES, ORDINANCES OR OTHER SAFETY REQU M OM REST SOLELY WLTH THE ARCHITECT, BUILDING WNER OR CONTRACTOR. 8) A PRESSURE . TREATED WOODEN BUCK.oR MARBLE SHALL BE ADDED UNDER THE 40 \ PRODUCT TO FULLY SUPPORT UNIT.THIS SUPPORT SHALL BE F R FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). vj ® ALT. HEADER SECTION N 7) CONCRETE COMPRESSIVE STRENGTH a AT 26 DAYS. 9.000 PSI 8) NOTE • INDICATES TYP. 2 THAT E UAL S AT ENER FASTENERS L � 0 ' BY BUCK B.O. 8/-1 TAPCON MANUFACTURER NAM; {G...., 1-1/4- IE/LEVATION FOR OR SPACING) -��Q�p���14�`�+ry�l�yUa'iiLy,�I- W� MASi�.R F`aZ # ,I _ a q Imo— CALL SIZE WIDTH 17oi V 0 1 BY HICK © L 2 BY BUCK 1/4' slrtM MAx (BOTH JAA035) TYP. JAMB . SECTION 1 By 2 BY BUCK ® D D p D 10 F.H. SEE NOTE 6 W/1-1/2` MIN. EMB19DMENT SEE ELEVATION FOR ANCHOR SPACING. - HEADER AND SILL SECTION C A ' . . N, P E \ . FL.. RREEGGS . ENG� ,491121 al�� TW I BY BUCK DATE 12/lt%D1 a• -A////// //F --DETAIL-C DETAIL-B 24. O.O. NORANDEX I PAGE 9 3/I6' TAPCON WITH A MIN- 1-1/4' MIN. EMBEDMENT ® SEE ELE'YATION FOR ANCHOR SPACING. Ld 4 Li NOTES: -- 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 3D0 GLASS OR TB WITH TYPICAL !PAIL THICICNESg OF 0.62" . 3) USE HIGH QUALITY CAULI( BEHIND WINDOW 4 GLASS THICKNESS BASED ON CHAIM AND MAY VARDEPENDING TABLE E1 SIZE 5) tHE RESPONSIBQ TTy FOR SELECTION OF NORANDEX PRODU BUILDCTS TO MEET ANY APPLICABLE LOCAL LAWS REQUIREMENTS ING CODES, ORDINANCES OR 01HER SAFETY BUILDING p RAT SOLELY WITH TIIE ARCHrMCT• 6) A PRESSUR VN OR ONTRACTOIL ATED SUL SHALL BE ADDED Wi1R 'WOODEN BUCK OR MBI.E FULLY SUPPORT DDE UNDER THE PRODUCT TO FIRMLY ATTACHED INTO MASONARY�A THIS D SHALL HE THE PRODUCT OVER ITS FULL LENGTH PORT BY OTHERS). (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH <* 3,000 PSI ALT. HEADER SECTION AT 28 DAYS TYP. 2 BY BUCK CENTRAL vORID iu VJL S.M.S. WITH A IN. 1-1/2' Uk EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. a �r %- D D D DD D HEADER AND SILT, SECTION Typ• 1 BY BUCK A B.O.A.F MAN UFACT�B 11TAME: 3/16" TAPCON 77��,r�����.�., 3EE ELEVATTON EMBEDMENT "`TER �jmv # FOR ANCHOR SPACING. CAM SIZE 1gmm CHARLES A ' PAG p, F- FI. REG. ENG: -#' 49121 DATE: 3/21/02 WINDOW EN DIMSIONS FASTENER SCHEDULE WIDTH HEIGHT N0. ANCHORS HEAD NO. JANCBHORS (INCHES) (INCHES) P3 AND 45 PS 35 AND 45 PSF 2 P5F 3 26" r �2. — 2 — _ —_ 2 2 --- _ 53-1 B" 2 _— 3 — _ -- --- 19-1 2 2 1 2" 3B-1/4" 2 — _ 3 --- 37 53-1 8'--- — P _ — 3---- 19-�6" 2_ 3 — -- 3 --- 63" 2 -- -- _ - —-- 3 --3'-- VN�l 2�B-3/4" 424--� -1 8" 3 4 MAX # 10 F.H. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. M I®•DARE NIIAMI-DADE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDI\ G BUILDING CODE 'CONIPLIANCE OFFICE Mi'-7710-1)/tUlr I'I.nCl.lat 13UII.i)jN(; 140 WEST I'I.AGI.L•'R ,,iT1tl?li"f, SIJI'I I: I i�t),; PRODUCT CONTROL NOTICE OF ACCEPTANCE (3u3M7 29uIlIInIXO 3)flDA ';i;-29os Prentdor Entry Systeirls 911 E. Jeferson, P.O. Box 76 c:axrruc ,c�u,.,c t:,titittic, ,:c-r�c�� (JU5) 375.2527 F:1\ (3U5) 375-_'S58 Pittsburgh KS 66762 c:c> � r,,J�crc:,t , �� rc�,trF.",:.rr ,>, %•, s, c�.v (305) 375•2966 FAX (305) 375.21)ox ntti�nt:cl' c:c)�-t n01.IM.IsI() Your application for Notice of Acceptance (NOA) of: (3u5)375.29U: FAX (10)37'-6139 Enterby 6-8 S-W/E Inswing Op.,que Double Nr/sidcIitcs Itcs}ciciitinl Irtst,i:tted Steel Uoor under Chapter 8 of the Cade ofMiami-Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recon"i'mcnded for acceptance by the Iv)iami-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. if tliis product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material in3mediately. BCCO reserves the right to revoke this approval' if it is determined by BCCO that this product or material fails to meet the rcquirenients of the South Florida Building Code. The expense ofsuch testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-031.1.24 r.'r EXPIRES: 04/02/2006 Raw ,coanguca Chief'Product Control Division, TIIIS IS TIIE COVERSI•IEET, SEEDDITION:IL P.tCES I'OR SPECIFIC AND GENERAL COIN )ITIOIINS BUILDING CODE PRODUCT' REVIEW C0MMiTTEE 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 Mianii-Dade County, Florida under the conditions set forth above, A PPIZ0VED: OG/0S12001 Francisco J, Quintana, R.A. Director Miami -Dade CO%lIltV lhilding Cod%; Compli,inct; Oflicu ll'CHS0001\pc200011templateslnotice acceptance cover page.dot Internet mail address: postmastcrii bui)dinrcadconline.coln Uomc:a e: htt �:/h%nw.huiltJim� 1 1 hcOdcunlinc-corn Premdor Entry Systems ACCEPTANCE No.: 01-0314._4 APPROVED JUN .� 2001 EXPIRES _ APril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIOI S 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this 1\106cc of'Acceptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the• locations where the pressure requirements, as determined by SFBC Chapter 23, dD not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enterby 6-8 S-tip'/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components, shall be consiructed in strict compliance with the following documents: Drawing No 31-1029-EW-I, Shccts I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by nianufacturcr,' dated 7/29/97 with revision C dated 01/1 100, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division.. These documents shall hereinafter be referred to as the approvcd drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown in approved drawings. Single door units shall int;lu.dc all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 46 degrees. Unless unit is installed in non-liabitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated siccl door and its componcnts shall be installed in strict compliance %vith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not reouire a hurricane protection systctzl. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or lo,o, city, 51t11c and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building pcn-nit shall be accompanied by copics of tlic Following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice: of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building, O icial or. the South Florid* 3uilding Cod,_ (SFBC) in order to properly cvaluatc the installatis slcnl. -= Manucl crcz, P.E. Product Coxamincr Product ntrol Division Premdor Entry Sj•stems ACCEPTANCE No.: 01-03I4.24 APPROVED 'JUN 0 5 20,a1 EXPIRES 4PHIO22006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after renewal application has been filcd and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and 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 accep.tancc, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required doCUmcntation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in t9c materials, use, and/or manufacture of the product or process shall auto.nlatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revisi office. on application with appropriate fcc) and granted by this 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and Followed by the expiration date may be displayed in advertising literature. If -any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other.documcrits, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at* thc job site at all time. The engineer needs not rescal the copies. S., Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Noticc of Acceptance consists of pages 1, 2 and this last page 3. END OF TIIIS ACCEPT NCE ti - Manuel crcz, P.E., Product Contro - . aniincr Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD -FRAMES WITH A BUMPER THRESHOLD (INSWING) .5 LIAR fN' `6 r'NI♦:1ML 4 1f ,wu NB 11 �S 37 1/A• MAX MAX 74• 77 1/4• NAY 1m R C Lac Ito ,. AA. rc t � NA1t MAX ut ANM1t A• MAx J' NAX • MAX Nu ID• 10'• 13, 0. IJ• D.G 13 ' DG 13, Q IJ• a - • MAK MAX MAX NA% MAX MAX MAX MA% Ntx 1 tai I rxv . e n %N,.m . t> f/ MAX � iti• 0.G .. O.G SPACING L, w m pp 7N ncr A7- 17 1/ 'MAX Is, 0.Q HOOP or D�cx � O.G SPACING i - 28 OLD _ J 1/1• MAX �D 80 1 /16• 17 !/ MAX MAX O.C. SPACING IB• O.C. w■u, x I a+wa MNtL M 17 1/ ' MAX O.C. SPACING �B• 0.G worn tsaf, Nl A. M,ti.K3 O..MwR •R.tMI ' ircNN'`� ,IX, Nl 6' X CC i �,$.sr,sF •• �•t3' QG 13' O.C. iT OC 17. OG 1J' OC IJ' DC is, DG IS' 0.G II uC NMNN LNIL , MAX MAX MAX MAX MAX MAX MAX MAX �• NAX J• MAX MAX .�_ ,. • Nnx NAL u!• . C U04 It. -Les sL[ w7c a ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4• HOLES FLATHEAD SCREWS ` NOTES, L) WOOD BUCKS BY OTHERS. MUST BE ANCHORED r8 x 1 3/4' LONG PROPERLY TO' TRANSFER.LDADS TO THE STRUCTURE. 'FLATHEAD Sc'REWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. L.K. INSWING RR INSVING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING, ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE i DOOR SYSTEM JS ANCHORED TO A MINIMUM TWO BY STRUCTURAL WOOD BUCK, ' C. MASONRY OR CONCRETE CONSTRUCTION WHERE A SOUM FL�r1 A ,rnNG CODE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE WATER INFILTRAfIpN WHERE WATER IIffILIRATIDN c:. JUJ IR MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUG�NENi �11fREQUIREMalVArE�ISNOTAf ION ar-_rA -ice ?HIE BY WOOD BUCK PRODU cDNrMD�ornsloro ). ALL ANCHORING SCREWS i0 BE 110 WITH Nluaoe... c�'Pukju OP MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPrAUCE NO.>1 )R 3/161 PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT Y UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR NTO MASONRY, OVERHANG SUCH THAT THE ANGLE BETWEEN IHE EDGE OF CANOPY OR OVERHANG . UNIT MUST BE INSTALLED WITH 'MIAMI-DADS COUNTY PPROVED' SHUTTERS TO SILL IS LESS TAW /S DEGREES. UNLESS UNIT IS INSTALLED IN NON -HABITABLE AREAS WHERE THE UNIT AND INE AREA ARE DCIIGNED fD THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRAHOK NO DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON IDELITES AND DOER LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE c j �__ ,roe AMOS AND SIDELITES. �Ci° •1NTNL Ira Tra mi '. 10/IN! DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND $IDEL[TE BASE P ORNERS ARE COPED AND BUTT JOINED. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST Al IHIBIT)VE PRIMER PAINT VITH A DRY FILM THICKNESS OF 0.8 TO L2 MIL.rAX m r M 1-1029—EW-1 FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ PIIILATITW SHEET 1 �� S ATER-REDUCIBLE UNITE PRIMER VITH A DRY FILM THICKNESS OF u TO 1.2 NIL. GLAZING DETAIL i "116' I/2■ GLASS BITECRPCRED GLASS INTERIOR OTHER CONFIGURATIONS MAX ,11 � Ux WL APPROVED AS CoLjPLYwG {KTM iME �J(� SG'tJIH CODFN--- 9C2m- RRf�IF O111, I[L OPw.m".M o r'Ptw=ICE ACCEpvr..C£MO d/-o 31Y, zy NISM M ■ 1/4' SHIM MAX r— 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX ? SECTION B-B 2 By VOOD BUCK 1 1/4.' EXTERIOR MAILRIALS LIST ITCH N0 lJ DCSCRIPINN PARI�N{gIBCR CDHHCNTS 2O WOOD Ti[AD JAMB COHi'RCSSION WEATHERSTRIP CV-14HIL. JD BE PINE OR EQIIIVALrCNI 3O ALUMINUH ASTRAGAL K R N RAN K p (R ) 4 ALLDiINUM-BIB�CR THRESFI()r.D - EV-15 PREHBIIR BRAND OR EQUIVALENT- 5/8' ,ALIIHSNUH ASIRA ii)P CIIaiD1El PREHDOR BRAND OR EQUIVALENT - 1 © T CV -DO PRCHDITR BRAND - 1 11/16' - 20 GA STEEL 1 KIN n Lq1 AID T A >Ii 1 Kau [D Dal 5 g 9 BDTT!)I4 ENAMEL BASF FOAM - DENSITY 2.0 TO 2.5 IbS./Ft' 9 V ' {ICK D LOCK IV-07 PREMDOR BRAND - 1 iI/16' - 2D GA STEEL iO STRIKE STILE EV-09 EV-06 _ 4' X 9 1/2' NIL. TO DE PINE OR COUiVALENI 11 a HINGE Nil�E STILE EV-05 15/16' X 1 line -TO BE PINE I1R EQUIVALENT 15/I6' X 1 LOCK PREP FILLER PLATE EV-1 11/16 MIL. TO BE PINE OR EOINVALENT 4'x4' HINGE . R.BRAND - ME THICK- NTL TO BE POLYETHYLI VOOD HINGE JAMB V-16 HAGER HAGCR BRAND HINGE OR EQUIVALENT - A97 THICK (SIC 110 x 3/4' FJ4.V.S. - 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT Flo 2' F.HV.S. (4) SCREWS PER HiMZ INTO DOM x IB' c JAN R L • FHTfH�ERY��1rTER r) cREvs IKRLArfCR� —1 )HiD SIDELITE Mml. ,� DBva faDl 6) xwvS THa" EACH SIDECITC f .NHI WTD SIDCLIiE, ,• pyp rslU� OP. NAx r5' BC. IN:RCArl[R. )/16' RN lA y 1 U 110 X 3/4- F}i.VS. 1ER 10 ELEVATION VIEW. FOR 1 OF SCREVS USED AND LOCATIONS t9 IB x 2' FxVS. (2) SCREWS PER HINGE INTO .IAMB LOCKSET (2) SCREWS AT EACH STRIKE PLATE 1 I10 X 1 3/4' FJiV.S. VOOD SI LITE JAMB 22' X 64' SINGLE PANEL GLAS sIDEIITL TRiM (VOOD) 1 1/4' VfIOD CASING - WOOD SIDELITE HEAD ,IAMB WEITD SIDELITE BASE ® PDLYPROPYLENE LITE FRAME 16 X 1 1/2' PAN HEAD SCREWS S1�LITE STILES 1 PIN NAIL DOW SILICONE #995 APPHOVEO AS CO)IPIYVX WITH T)Tc BY PrlOq) DL OIVI"m MUMS CM CDLPII%Nm O ACCEPTANCE iD. .? q 11/4' X 4 9/16' HTL TO BE PiNE OR EOUIVALENT GLASS N Y LC - DC-i 43 - (ODL I/A• r�rAR irl�fRFl C+ecS 5/)6 x 1/- NTL. TO BE PINE OR EQUiVALEN I_i8' x I' HTL D P OR [LU)V i - li � 'SiDE 1>t SIIE J�MIT AS IxILLIOIIi HA NxGS U X 4 9/16' NTL TO BE PIK OR EOUIVALENT X 4 9/16' HTL., TO BE PINE OR EOUiVALENT HP PolypropylenP by ODL B PER FRAMED )�• r N r[R 5/16 X 1 I1/16' HTL TO BE PINE OR EQUIVALENT '"DC 0 " M Fr/. HAT 1• BE'W-'IX USEI N MUDS AW I 1-1029-EW-1 SHEET 3 OF 6 a[vls®I ull[I B j 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' 5 7 INTERIOR ! 79MAX16' 80 11/16' MAX 64' MAX DLO :f I 1 3/4' 2 BY WOOD BUCK --� 4 9/16' SECTION C- C EXTERIOR PLEASE SEE "GLAZING DETAIL' DRAWING #31-1029—EW—I SHEET 2 OF 6 DUW SILICON E #995 uC0WriJG�fM� Swnim '')� BY PREMN ammmm f..RTffcmx &ADM coos cpunp. ;E PIIISBIEi(,, C5. U ACtE'idpLE q0. 0 t'_?� `/. Z y 1-1029-EW-I SHEET 4 OF 6 I�VISIIt! l[1ifA p A [It ® Y O 1 11 .x w � H�w 1 V 1 1 wL y .• .,1 r W jj''''jj o .. OTHER DOOR . CONFIGURATInNS Ix�r % n yr Iw�� w• to 1 1 �� �K W •• x r - ti nac n M V IT xL V.[t C V••LI.G. N, - p K x M W11• ■ Yro' O :L f�w.Ll. r W .Y }F�1ry'L ri�yy v w BY JUM PR MD � BlADa7�seCoeeO►¢'�y�l•�DFF PiiiS 1T6d ACGEFC.NCE AL_ 0I- 0031 y.2 y a 31-1029-EW-1 SHEET 5 OF 6 "So LCIISP J OTHER DHDR PANEL STYLES LES rMAX 79 /16 �� n❑ 'A1g OQ MAX QD 00 D, �°�° onn E_ Ong o o D D IDI �� o00 BLANK TOP DD Ono 4-PANEL 6-PANEL 4-PANEL 9-PANEL 10-PANEL 1i PAt L OTHER SIDELITE STYLES 36" �--MAX 79 ! Mix . p � SL-iD SL-20 SL-30 �• SL-60 SL-50 ' SL-500 SL-69A SL-69B OO • ®Q DD DD DD PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-) PD-B M 9 Dun PD-ID PD-19 PD-28 PD-21 PO-22 PD-23 PO-24 PO-25 Fr Is��Q� o000 1311 Q o PD-35 PD-36 PO-37 PD-30 PD-39 PO-40 PO-41 P11-42 ©o ©a Rol no �� 101 pq o FLUSH a -PANEL CROSSBUCK 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV V/SEROLL I EBROV V/SCROLL I p - �- 'I SL-69C SL-25 SL-55 SL-390 SL-40 D� ©D �� 00 DD PD-9 PD-10 PD-11 PD-12 •�i r'r �iD ii iHij stir ID► i i j �111 t11 rr� D Ir rn Ir ru m rrr � �, iii iii 6 PO-43 PD-43A PD-43B �Q pp Q Op 5-PANEL 5-PANEL PE BROV SL-90C SL-30B SL-30C SL-70 SL-90 1010, ❑A .❑n PD-15 PD-16 PD-17 W to �T UIL z a Y a = o PD-32 PD-33 PD-34 i J VUI, L_1Y 1 n 1 1► t�� 31-1029-EW-I 4I1 L .GrUm P111S `i ` SHEET 6 OF 6 ctvas unit MIAMIDADE 'I`IIAiNII-DADECOUNTY, FLORID.A h1ETRO-DADS FLAGLER BUILDING BUILDING CODE CONIPL1AN CE OFFICE MI:'IRO-DADIi FLAGLIslt 11U11.1)ING 140 1V1iS'm.A6m.R S-Ilt1i1"1', PRODUCT CONTRMIAMI, FI.ORIDA S33IJ1iI3'IJ:-113G6U3 Prcrndor Entry 5ystcris CCETANCE' (3os)37s->>aI IAX(305)3-2-2918 3 911 E. Jeferson, P.O. Box 76 C.'UNTH-AC-t•UR I.ar.J �sir�c til:c-r1c)N (JUS)371.2537 J�.L\(.1U5j17�._ct� Pittsburgh ,KS 66762 C.U.NTH,lCrrcm Fsrc)1 C:1?\11:r\-r DIN'1SI()N (3U5)371-27GG 1�,1X'(.tUS)37s.,�o� 1'1tU1WC:1* c:U\ I')tUi. DIVISI )N Your application for Notice of Acceptance (NOA) of. (305)371.2VU2 FAX (Ju1)372•c.1.19 Enter-gy 6-8 S-NV/E Outstiving Opaque Single w/sidelites Resic1cmial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration- date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material fails to perform in the approved manner, BCCO- ntay revoke, modify, or suspend the use of such product or material immediately. BCCO resettles the right to revoke this -a'pproval, if it is determined by BCCO that this product or material• fails to meet the requirements of the South Flori 'Building Code. da The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul xonriguez Chiof Product Control Division THIS'IS THE COti'ERSIiEET, SEE ADDITIONAL P%GE.S FnR SPECIFICAND GENERAL, CONDITIONS BLIILDING CODE &C PRODUCT REVIE`1' CO1i1IiTTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and. Product Review Committee to be used in Miami -Dade County, Florida under the conditions set F Urt h above. :1,PPROVED: 06)0- ZOOi Francisco J. Quintana, R.A. Director Miami -Dads: CounlN' Building Codc Complialicc 01-diet: 11;04500t)Ilpc2o0o\ltemplatm\notice acceptance cover page.dot Internet midi-Iddruss, ltoslmastcrri�11u11di11;CUtICUnlitic.CU111 IPubl�tr•nnun• .hfln•//.�•.�..., 1...:,.,:....-...r......r�._ _. _..... Premdor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED JUN 0 5 EXPIRES : _ April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDfrIO.ktS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Ac•ccptancc, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami-Dadc: County, for the locations w-hcrc the pressure requirements, as dctcrriiincd by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-'W/E Outslvin; Opaque Sinolc Residential Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in stria compliance with the folio,,ping documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entcrgy.Brand) Wood Edge Single Door with SidcIites in a Wood- Frames xvith Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dadc County Product Control Division. Thesc documents shall liercinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsingic door only, as shown in approved drawings. 4. INSTALLATION '4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection systcm (shutters): ' 4.2.1 Door: the installation of this unit Mill_not require a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit Nvili require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-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 Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as Identified In Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati �northis systcm. Manuel Perez, P.E. Product Con a-ol xamincr Product ontrol Division Pro idor Entry Systems ACCEPTANCE No.: 01-0314:21 APPROVED JUN EXPIRES 4Dril 02 '006 NOTICE OF ACCEPTANCE: STANDARD_C0NDITIONS ] . Renewal of this .Acceptance (approval) shall be considered after a renewal application has bccn TJcd and the original submitted documentation, including test supporting data, engineering docu are no older than eight (8) years. ments, ?. Any and all approved products shall be permanently Iabeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as Specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance Nvith'the code changes. b. The product is no longer (lie same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the rcauircd documentation initially submitted, is. no longer practicing the cnginccrinn profession. 4. Any revision or change in tlic materials, use, a�pd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has bccn requested (through the filing ofa revision application with appropriate fee) and granted by this office. 6. Any of th'c following shall also be grounds for rcrnoval of this Acceptance: a. Unsatisfactory perfomlancc of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all tine. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for terriiination and removal or Acceptance. 9. This Notice of Acceptance consists of pages 1, ? and this last page 3. END OFTHIS HIS ACCEPT NCE Manuel ercz, P.E., Product Co tro Ex;imincr Produc ntrol Division 3* rKLMDUK . (tN 1 t k(jY BRANll) VU0D EDGE SINGLE DOOR WITH' SIDELITIS IN W013D TRAMS WITH BUMPER , THRESHOLD (OUTSWING) £ "�) WEk N[AD iNSIL�L f61DP[R TERNATCCc 00' MQX 3/16, PFH TAPCDH w/1 1/2' MINIMUM EMBEDMENT 4' MAX 4' MAX 3' MAX MAX 4' MAX MAX ' 7' MAX 3' MAX MA riAX C 14' 3' MAX ,r MAX MAX 2 22 SS 1 cSEE NOTE T5) LE5 B Tn6' OIIDLWI 15' MAX O C. 15•>i' FLAX !A• • t5• .^MAx MAX 15, MAX 43 1 /16• TOP OF ODOR .Kv D TO 4 U DS KVIKSCT DEADBOLT • OR aNnRL0. D=EADSOLI I •' N®xL ezo• 15' MAX 122.64' MAX DLO O',C. d A OD 1 /16' + MAX KVIKSCt LGCKSCTl/ IS' MAX O.0 \ HOOCL CLtol SCRIES OR HATLOE LOGKSCt ' NoacL log dI11DIGC2 + 15' MAX + MAX% 6' IAX MAX MAX 1C 15' .MAX MAX MA 2' X 4' MANo 7 IS. MAX TESI 31 MAX —3' MAX 3' MAX MAX �___ff i.T WOOD =5 BY OTHERS. MUST BE ANCHORED 4' MAX-1 MAX 4' MAX MAX 7' MAX PROPERLY TO TRANSFER LOADS TO THE STRUCTURE 2.) THE PRECEDINGBB DRAWINGS ARE INTENDED TD 8 /4 /4' x 1 3F.H.W.S OUALiFY THE FOLLOViNG INSTALLATIONS PER FROM A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY VOpp L/ �f JAMB INTO THRESHOLD OPENING. B. MASONRY OR CONCRETE CONCTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY R!t OUTSViNG LA Ot1TSVING STRUCTURAL VODD BUCK. C. MASONRY OR CONCRETE CONSFRUCT•t0N WHERE DOM SYSTEM iS ANCHORED DIRECTLY TO CONCRCTE �R[ BR MgSONpY WIiH OR WITHOUT A NON-STRUCTURAL NE 1/DOD BUCK YAi[CR BO&&IRATION Y�A�[�p NB IRATIDR OINREIIENi 1I NEEDED + RCDDIRCACNI tS •IT 1 ALL ANCHORING SCREWS TO BE BID WITH NDf NEEDED i « AppADygp qSCO:IcLVIr:G6ilIir i�c MINIMUM 1 W' EMBEDMENT INTO WOOD SUBSTRATE OR 3/16' PFH TAPCONS'VIYH I I/2' MINIMUM EMBEDMENT INTO MASONRY, = - IMIS SHALL IK INSTALLED SJtlTHp�ppit}�1aurLlar�GC��c 4. UNIT MUST BC INSTALLED WITH 7ilAMI-DADC COUNTY ONLY At LOCATIONS PROtECICD Or A CAIIWT DR UVCRWVG SUCH THAI TIC ANGLE BCIVUH IHC EDGC Or CANDY OR OVCRNMG ' APPRDVCD• SHUtTCRS 5, THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELiTES iD SILL 1S LESS THAN 45 MECEJ TBNLCSS UNIT IS INSTALLED IN 184-HAIIIAILE AREAS VHERE THE UNIT AND IHC AREA ARE DCSIGNCVTp mm, TC llq-L DN.75:J, AND DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. AL•CEPT VAiCR IWLIRAIIDK I.CODECDI,fPLILv_=_c.T:: 6. LATEX SEALANT TO -BE APPLIED AT SiDE BY SIDE ACCEPTArtLEN0.0T-C3/Y zr JAMBS AND SIDELITES. • 7. ODOR/SIDELITE HEADER, DOOR/SiOELITE JAMBS, AND SIDCLITE BASE CORNERS ARE COED AND BUTT JOINED, INusaa v11 t1a m we N. a<Arou iN... *51 121 ' S. DOORS SHALL BE PRE -PAINTED. WiTH A VAtER-BASED EPDXY RUST y r ^..o INHIBITIVE PRIMER PAINT WiTH A DRY FILM THICKNESS or 09 TO 1.2 MIL• •.. ^ BE PRE -PAINTED WITH ANACRYLIC FRAMES9. VATER CDUCIBLC PRIMER WITH A DRY THICKNESSAOFRpBATODI? NIL 31-1020-EW-0 SHEEr 1 0�. � GLAZING DETAIL SNERVIN VILLIMS om EXIERIM GRADE EAiEX CAI" EXTERIOR INTERIOR 112` LASS BITE t i l UN A -a ,-----�.�;x• ----t U U T S W I N OTHER CONFIGURATIONS --------------- 6D Jw VAX � � 6B 3/4• MaII .. AoPPll.3 COf K—_ rATH THE SOum 2�9tKr By TEWERED GLASS mrot OPASM H eutnuocCam .c.w1m ACGEP(hux1-os1v_ Mossmaw I-1020—EW-0 SIM 2 or 6 . "ft iu a c q 5 ti . • 80 11/16' ' MAX EXTERIOR 79 5/16' MAX 1 3/4'. ,-a 9„6 SECTION B-B C13titiETt I S --- VOOD HEAD JAHB EV-12 1 1/4' X 4 9/16' COMPRESSION VEATIIERSTRIP Mil. 10 BE PINE OR EQtrIvALCFFt © r r 1 1/4' O VOOD STRIKE JAMB �. EEN BRAND ►GASEA 0 ( ® 11/4' X 4 9/16-HTL TO BE PINE OR EQUIVALENT ALUNINLA4-11WER THRESHFIL D EV-13 PWROUR BRAND OR EQUIVALENT - I I/4' x 4 9/16• i ® TOP CHANNEL EV-05 PREMOM BRAND 6 ST III/16' - 20 GA K - STEEL �VL (ilI 110i -.649! Y to Mo7ISRt RQIC 4114M i BOTTOM CHANNEL BASF FOAM - DENSITY 2.0 TO 25 lbsJFt) EV-04 PREND[IT BRAND - 1 li/16" - ® V D OCK BLOCK EV-08 4 x 9 l/2' HTL TO P 20 W SIEEL d STRIKE STILE EV-07 � U OR EQUIVALENI it HINGE STILE IS/16' X 1 11/16" 1411 TO BE PIK DR EQUIVALENT 12 LOCK PREP FILLER. PLATE EV-06 15/16' X 1 11/16' HTL TO BE P EV-09 PREtiDOR BRANB - INE OR EumVALENi 3 Vx4' HINGE " THICK- NFL. TO BE P[D TEIHYLENE 14 VOUD HINGE JAMB V_1 TIGER BRAND HINGE OR EQUIVALENT - 15 DID x 3/4- FHVS. - 1 1/4- x 4 9/16' NIL TO 097 THICK (SFEEL) (4) SCREVS P.OR EQUIVALENT 16 a10 X 2' FHVS. PER InMv� lNTQ p()I)R INTERIOR 6) SmvS i1U4,( EAU( SIDELIFE ,.INTO S,6EUT 17 • Re V y I FP MAX 15' RC FIEREAri E OM f,M IB SIDELITE VWD STILE I REFER 10 EL[vai10M VIEW FOR a OF SEREVS USED AND LUCAIIUM 9 aQ x'2' FAWS. EV-07 15/16' X 1 11/16' MIt. TO BE PIEQUIVALENT LOCKSET (2).SCREVS AT EACH STRIKE PLATE Q 110 x 1 3/4- F.FLV.S. KV KS T BRAND 200 L ) FlASmVS iIt1U1!}I IIIM(�0BRAND.100 LOCK 11) Igg• DL THEREAFTER JAMB INTO SIVEUfE JAM; B' MW rRM fop 1p SL�Ev4 1►1i01101 FRa1E .µMe WFIF SFAELUE JAMB. 4• WIM r M 1 4) SCREWS it 4 ► 40i MFMiri A00 p" awa VSIDELITE JAMB 221x 64• S[NGIEV-IB 1 1/4' 'X 4 9/16' NIL TO BE PINE OR EOUIvALENI x E PAi4El GLASS EV-19A IT T S10ELI1E TRIM (VOUD) T - -1 4- VUUD CASING EV-20 5/16 x 112' MIL. T❑ HE PINE OR' EV-21 11 s I' n' E EQUIVALENT V-OOD SIDELITE HEAD JAMB f-94'SISE er S1aE JAMes As )41t(mra - i EV-22 11/4' X 4 9/16' "IL TQ pin[ OR EOUIVALEHI WOOD SIDELITE BASE EV-23 1 1/4' X 4 9/16' HTL TQ BE P POLYPROPYLENE LITE FRAHE -IG47, OOL FFP Po{ IK OR EQUIVALENT A6 X 1 1/2' PAN YP�oPYYei)e by ODL HEAD SCREWS 18 PER FRAME 1 PIN NAIL 11 14' IMIE AFI ER DOW SILICONEE #995 4' um TJ.4.0nw0%mue•acmawilrtuscaeT maw 4 14e1 LIM1m li - iss m.. = AN6 9 DADS COUNTY ►()DIFIGA11 . I7 al�s� Ieetss Imue, sra•mn..ra�ii A DED PAGE 15V[S TiO� TONS) pun J APP1�R7ASce1FLrR4Tran111¢ r LIX SCUM UM u F L K If - - PleTmrWj) - ei u1L PREMDUR ENTRY SYS EMS ar Fxr15" 98 G EtfERfpl 020—EW-0 31-1 ���� Plnsuu.Is 66Tf,� A SHEET � OF 6 I[VISIN LEIIOI 1/4' SHIM MAX dTERIOR I 79MAX16- 80 11/16- MAX 2 BY WOOD BUCK SECTI[]N C-C EXTERIOR PLEASE SEE "GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 AraoVW..a Cow_rm %wm nm SOUiN Ftie3Yu a r ...�.. ,....— It . -�J ` "•L-/LJLJI\ VUIVJ lUUf\H 11UlV, i' w xj wti.)�CV,%S -� w twrHn�`�" c ��ET n�t, �uu, U1INI COCE 41"LQ°�w+ceoFr Pitl titb]fiZ f S. x 31-1020-EW p SFET S OF 6 fEy m taut U I I ILIN .uuuN r RNLL S I YLES: 36' MAX o0 out 19 /I6 ' 0� 00 as 1�Q Qo odo MA� �0 ' 4° ann Efd nnn° BLANK IL)P 6-PANEL 4-PAH[L 9-PANEL l-PANEL 10-PANEL 18-PANEL OTHER SIDELITE STY' 30" MA X 79 MA�-x-- a Q SL-10 SL-29 SL-30 SL-60 SL-50 SL-508 SL-69A ! SL-698 o0 00 0� �p a oa as oo a® as PB-t PO-2 Pp-3 PO-4 PO-S P0-6 PO -I PB-8 1.9199 P8-18 P11-19 Pp-Z0 Pp-21 PB-Z2 I P a°© 10i a [I a®a ©Q ul QQ FLUSH 8-PANEL CRUSSBUCK 12-PANEL <-PANEL EYEMY 0 .111 p SL-69C SL-25 SL-55 SL-390 SL-40 a� ® � as as oo Do PO-9 PO-10 Pp-11 PO-!2 AI n oa ❑u na v/Sp�L 5-PAL 5-PANEL EtEBRpv 5-PANEL WiSML EYEWQv SL-908 SL-90C $-308 SL-3uc SL-70 i' iQ ❑❑ f PO-14 PB-15 PI-16 PO-17 S� PO-31 PO-32 PI-33 PLOT PLAN for. MARONR� MES. INC. DESCRIPTION: _ LOT 37. CROWN COLONY SUBDIVISION .. RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thru 78 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA• /r TRACT ' E' LOT 40 CON5EKVATION AREA d s 10' 20' N42035'38'W 500012'240E 53.39' GWN'F11C SCALE 8.90' -,-� P48.00 N r-4 �. w E,41.3 N c6 0� 30' CONCRETE 9LAID ry� . V LOT 36 y 10.0oa 10.1 r LOT 39 �'�'�� 40.00' �yp� MODEL: 5UNBURY'H TWO STORY (4-2 1/2) BLOCK FINISHED FLOOR g ELEVATION -4G.91 ti DRAINAGE TYPE: ' B' WITH 1 O' x 30' PATIO 0) lei 3 `+s _ 4�p F 6o Btvt,AlNb u�✓E ��9• 10,000is.o - U CONCRETE DRIVE BUILDING SETBACKS FRONT: 25' REAR. 20' SIDE: 7.3' SIDE STREET. 20' �. BUILDING LINE: 60' Iro LOT 37 CONTAINS LOT 38 �` 8,660 SQUARE FEET/0.199 ACRES +/- FLOW =17RCA77ON BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE 1 RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT LIE NITHIN O THE 100 YEARIIFLQW, HAZARD AREA, • � STY PANE#, NQl r90IT0i1 0040 E EFFT!'1+E' 0111'i: A1+li11 r7, Ts►93. MAP REVISION DATE.- w (SUBXCT TO CHANGE) e si ►dU.E.�. NOTES: �A N 1, BEARINGS ARE BASED ON THE EASTERLY y Z LINE OF LOT 37 BEING SDO'I2?4 E. C ( YEA ?. ELEVATIONS AND LOT DRAINAGE TYPE SHONN HEREON ARE BASED ON SITE ENGINEERING F.H.A. PLOT PLAN PLANS FOR THE PROJECT. P - DENOTES PROPOSED ELEVATION DOMINION IBUILDING TIES ARE TO FOUNDATION PER ENGINEERING PLANS , 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED E - DENOTES EIdSTING ELEVATION IN THE FIELD. COURT PER ENpNEERING PLANS THIS IS NOT A SURVEY. THE UNDERSIGNED AND CAVIDNE•INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY. SETBACK LINES• AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. A88REWA7IONS/LEGEND: N0.-NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R,-RADIUS P,L-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT rAR-1:=LENGTH P,C.-POINT OF CURVATURE O.R-OFFIOIAL RECORDS P OO-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMEENT L.B.-LICENSED BUSIN1�ESS CH,BRG- ORD BEARING 5 thlE.-SIDEWALK 4 UTILITY EASEMENT D.U.rtS E.-DRAINAGE, UTILITY tt CENTERLINE A/C -AIR CON01110NER PAD p DELTA CENTRAL ANGLE) D &U.E.-DRAINAGE t UTILITY EASEMENT SIDEWALK EASEMENT LOT by NEQ W.0.2003-6231 CAW FRE:CROTNNCOLJ7,DNG TIs15 SURVEY NOT VALID UNLESS EMBOSSED REVISION et 1-0A A NONE INC. MJ LAND SURVEYORS AND MAP S JOO SOVTH RONALD REACAN BOULEVARD LONCW000• FLORIDA 32730-3499 TELEPHONE (407) BJO-9000 FAx Na (407) 339-3636 *� T"E ��'A""� AND ,RNSEn SEAL of FLOItgDA LICENSED SURVEYOR AND MAPPER �� • • DALE DOMNICK F. CAVONE - PRESENT FLORIDA SURVEYOR @MAPPER NUMBER 2003 LICENSED BUSINESS IGIMBER L.B.307J PLOT PLAN 3 3 f Maronda Systems r Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 ' Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO3701 37 103 DOMINION CT ORLN-CRC SUNH3 LEFT SUNBURY H 3 VAULTED 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 loadina is in accordance with ASCE 7-9R_ Thpsp truscpc arp dpsinnori fnr nn and-lncnrl hriari." Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 34 Layout 11-4-99 U 6-11-02 Roof Loads - VT 4-11-01 V 6-11-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 W 6-11-02 A 6-11-02 X 6-11-02 B 6-11-02 y 6-11-02 C 6-11-02 Z 6-11-02 Total 33.0 psf D 6-11-02 Z1 6-11-02 E 6-11-02 Z2 6-11-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" F 6-11-02 Z3 6-11-02 F1 6-11-02 G 6-11-02 G 1 6-11-02 H 6-11-02 H 1 6-11-02 1 6-11-02 11 6-11-02 J 6-11-02 11 6-11-02 J2 6-11-02 K 6-11-02 L 6-11-02 M 6-11-02 N 6-11-02 O 6-11-02 P 6-11-02 INV # DESC QNTY y DATE:JUN 0 3 2003 18331 EHUH26 18330 1 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 1 1 SEAT PLATES 36 40-0 7-4 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES istheresaonsibilltyoftheinstaller(builder buildlnaContra ctor lice n s e d con tra c to r ectoror erection contractor) to properivreceive. unload store handle install and ace metal plate connected wood trusses to protect lire 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 Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are Ised upon the collective experience of leading technical personnel in the wood .Tt``y��...�'r,^'ti '...' 1� ";�..:,p ^^� )�n• � �sT�' { • � p ,'.T'�—Yr�+T r:. '"�''c`a"�`el �I'�..�}� �L'�'�"'�',i-r �.:r�t�5-:�rll.�i�•�` r 1"^•—`DTI t,',::.'..S�.I ���� �;�� ,.$S�'�.Ixu'rp�n,"'.,li � V ,'.�l''1W,, ;,,`;� 583 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 by building designers, Installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. XORAGE �BiEIy _ ,�, m. s :. i �_. Vl,a _ i n ❑ u ,I rye u i .. u .� a �l n e '� i e , i�. f W.�:Ti?`•t.w:.. � LSm�P! 0.1��6�mi7y :��77�dN aWn,yi '��1;"riiu�,ll(9'^� �'(� Frame 60° or less 60° or less Approximately Y: truss length Approximately 1/a truss length Tag Line Truss spans less than 30'. Littil the i Spreader Bar attat sling Toe In Toe In etc• Less than or equal to 60' Spreader Bar Toe In Less than or equal to 60' Tag Line Strongback/ Spreader Bar Typical horizontal tie member with multiple stakes (H1) 'muss of brae cup of trusse (EB) Frame 2 4 12 —� 4 or greater O. r� r\0� '\ v Topchords that are laterally braced can buckle togelherand abuse collapse if there Is no diago- nal bracing. Diagonal bracing shouldbenailed lothe underside of the lop chord when purlins are.attachad to the topside of the top chord. )F - Douglas Fir -Larch IF - Hem -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required SP - Southern Pine SPF - Spruce -Pine -Fir tTOPn,. HO SP TC B�A►yCfG N 4 1 i1q' i? CPCIr(bBS) F I"ru's"ses 'a h Dp� ' L°BRACE*' aw .., hl U to 32' 4 12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 r - - -- t -+ rcyro.wleu F+rvrvsa lw"ai engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required -�--- �� 10* or Greater Attachment Required ;PITCHED TRUSS . ": Frame 3 ��'SCISSl7RS TRUSS;( SPAN4 '� ���,44F�TCH Ilp� �I��7 � MU p.�a trtw r it C CINy.Gn(LB5)! °i`t2e ar OW ���ir TOP CHO p �, DPC30NAt ACE SP4ACING:pS I+"t uss"�s] ,SPDFu.,i SPFHF^.i Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 T 10 6 Over 42' - 54' 3/12 g' g ur - uougias rir-I-arcn SF - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togethara nd cause collapse if there is no diago. nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attechad to the topside of the top chord _iVlONO �TRU55•���': Asxirr Aisplacement " 14111 V Line 4 , ��� /tic' •. 12 -'greater 3 \\ All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Sraoe —� \ Required , 10' or Greater Attachment Required ;INSTiLATI�N TOLERATES sow u 4 3tk 1 n•+I>; +JdR.IM. Yr + 4W.M1'r I hX� i T L(in) Yoil,M 4 Ma. 41 Iqi. M tP0 50" 1 4" 4. ' 0 1 3' 150" 3/4" 12.5' Length L(in) Lesser of U200 or 2" L(in) Lesser of U200 or 2" ul 200" 1 " 16.7' 300" 1-1/2" 25.0' u VARO tDA SYSTEms 4005 Marondaa Kay .date: March 5, 2003 To: Building, Department From: Maronda Systems Tomas Ponce .Professional E, ncrineer State of Florida 90050068 Sa3li�eet: Valley Trusses Samford, FL 32771 (407) 321.0064 Fax- (407) 3�1-3�13 All v'rrtle7j r-rnsses labeled VT-1 tin: U 100 ar-e covered egeneral rrr i.he truss pac.kacYe sr�rned and sealed h the d rrrtd. r the valley sheet proyide€t on the structural info sheet Of the plans. lAll criteria of tine vatt� trusses she �soa�e noted ed onions theeneratt sheet. e 1f you h"ve any gUestions please feel free to eats at 4107-321-0064. S" cerely TOrM s Ponee, F. . Date: 31 5 f o 3 vr.JlV "' LIVPVKMAIION This d-tart Is for an ImUvidual buUdN eomPonent and has been based on Information pmidded by the dint. The desigtcr dtsd s any responsibitlt3r for damages as a result of faulty or Irrcorresl lrr.tion. sperdOationa sail/x desfgru rsavdsted to the truss designer by the dlcnt and the CorreCnes9 or accuracy or this ftdarhuUoB as I may relate to a spe- e9k Pmjed and accepts rw r-pomtbdRy or exercises no control with regard to fabrka- tl*- 6-9`ng, shipment and IrutaBWuo of trtr,ses. This truss has been designed as a4 Individual building c po_ent to amordarrc-e wiU ANS1,1m t-19B5 and "DS-97 to be litcorPorated as past of the budding design by a Building Deslgaer hegutexed aschoec- or Pm(eastooai englover). When revue—d for approval by ttre building designer the design shown ' be rLiecked to be sure that the ata. shown are Io '&'cement with the b l bu8dbng codes. o fal clb3wlt records for wtnd or s_ow Ioads. P-J.'A sp-alatloos a sPecfat'PP6ed loads. Unless shown, buss has not been designed for storage or occupancy loads. The design asstmn- cempression dads ttop or bottom are ocuty braced by sheathing unless otberwhegnu- speellkd. Where, bottom cbords In tension are rat fully braced laterally by a Pmiierly applied rigid ccmug they should be bmcxd at a y4tes shaRfbe manucturafar_ Connector ctr+ued from 20 gauge. hot �pp-gsinnlzed steel meeting STMg AA 653. Grade 40, uN-s oih— a shown. FABRICATION NOTES Prbr to fabrimUm. the rabrtator stub review arts draMng to verify that thus dr a dug is m mnforma oot with the fabrtnst_r's Pins and to realtre a coatl_um9 responsibility for such verl- OaUon Aq diserePandes are Eo be put In a.Ainr9 berme ebtttcg a f bd-U_. Plat- sba3 not be Installed over knothol, foots or distorted grain. Members shag be cut for tight ltttlng wood to wood baring. Con- nector Plates -ban be looted on boot (sees of the tru s -fth nails hdty Cmbedded and shan be sym.'Lwut the)otnt u'd-s other.Ise shown. A 5" Plate fs 5- wide x 4- Ion, A 6x6 plate is a. wide x 8- long. Slots (holes) rrp patalkl to the PEate length sped(ted. Double cuts on web merrtbas shall meet It tie —tmid of 1be webs "I-s otherwise shown. Connector plate sues an minimrmt sizes based on the forces sboam urd may need m be 1—t—sed for attain band- Ing and/or ctacnou saes-. This thus is not o be fabAatcd wµb 6_ re6rtant treathl o(a�at$rt onotherotse atwwtc Far addRlonat ra(er to ANSIrm 1--1199955ntrol PRECAUTIONARY NOTES AU bmclog and ereetson reNrnnlendatloM arc to be (_Bowed in a000tdauee with 'HI.,U g batautng at Bravdog-. (4IB-91. Truss— are co beh andied wah Partiyter care during carding and bundling, d,41-sy and Instati tlon to avoid f� 4f$g trusses In a�st aoodd lybracing pos- dM-- and tar resisthlg latent fi— shall be designed sad _srLikd by others. Casefui band_ ling Is esscnUal and --Won bracing 1s ahvays MTdbed. Normal Pr�`UOCI ry action for ttn - regrdreg Such tcmPotall. bm dog durlug ms126ation bcbvem trusses to avoid toppling and demmot g. The supavbIon _f erection of busses shah be under the contrail of persons etpalenced In are installation of trh61-. Prot sslonat ad.tce sores be $Ouglht IL needed. Cancentntbo of construct$_ loads greater than the design loads stall not be applied to trusses at any time. No loads other than the weight of Ue erectors shag be aPPUed I. Musses until after ail fastening and bmclog h mmpki.& MONO VALLEY VALLEY TRUS COMMON VALLEY VALLEY TRUSSES (TYP.) —t son sf )ItivW III SUPPORTING TRUSSES 11 11 ITYP.) VALLEY AREA I SUPPORTING TRUSS VALLEY TRUSSESITYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET: EXCEPT AS SHOWN PLATES ARE MG GA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 logo—EE BitOOK Cr.0V1EDo.FL3216S Design: Afatrix ,analysis WO: VALLEY SET IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL i� t 20 OR 46 5x8 DIAGONAL WEBS t OR 46 3x6 REQUIRED WITH SPANS 2x4 GREATER THEN 28.0-0 3x6 2x4 0.0-4 2x4 3x6 214 2x4 214 2x4 4110 3x6 oB 3x6 t 46 oB MAX 6.0.0 O.C. (TYP) s 2x4 i 2x4 OR 316 416 2x4 30 0. t 46 214 TI: VT QTYA (1) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (8) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24' O.C. (TYP) I VARIEs —�--t2 UP To r 20 2x4 3x6 MAX. TRUSS SPACING MAX 6-0-0 O.C. ITYP) • BELOW = 48. O.C. Imo- SPANS UP TO 60.0-0 TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRE[) TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: 2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACIN(3. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 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'.ff TESTED PER ANs1 TPI 1-1995 Cont.. Support. "rIK=rinv: 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 trot erecbon bracing. wind bracbhg, portal brardrig or shnUar hnckrg .Filch is apart of the twlld$g design and ublch must tx eansideued by the bulidtvg destgtcr. Brarbrg shown b for lateral support a( at maabeis only to reduce buckling lengilr. Provisions must Ge nude to'»char g or the enema at ends and i [—if-- determined by the buHdblg designer. Addtt$ml bracelg of the Overall sii—tore y be tequiied. (_see EIIB-91 0l TT91. Rnus Piate I—tIWL. TPI. Is located at 583 D'OnnGto Drtve. Madison, f;'Lsaoshr 53719). l06 PIHI: C17EE-f.f)x UoB'-c:17F_E-7,C1fiUCL+S Studs tat 6-0-0 o.c. Dug. Solt: W : VA SY D`rg' Truss ID: VT Dsgur: TLY C11k: Date: 4-11-01 TC Ure 16.0 psf DurFac - Lbr: 1 C Death 7.0 psr DurFac - PII: 1.25 BC ]Lave I).0 Psf O.C. SPacing: 24.Qrr BC Dead 2_ 0 psp Design Criteria: TpI TO-rA.L _ Z5.0 nsr Code Desc: 11.fre -- -- NIP BLOCKING DESIGN INFORMATION ,Oils drsigll is for an lndilitlual buddutg kpnponcnt wtd Ims beat based on ld%vrrtfatlon hro.tded br the e(tent Ttx dcsigrler dbclab,s y tepe..arbmq rot dtu.mgss as a .es..n or attlty or Incorrect hifoatuUon. spec(iloUans tnd/or designs fumru bhed to U,e tss do1g..,cr if (he a pt and the wncclness or aixlimcy ,r thb kdantmUa„ v k nay teMla to a apn- :Ifte proles(and accepts rrc .,d t. f.b k - •screbee „n cw+trol wnh rega.d (o fabrtm- >02l dlbg. eMPr„ent a,d bultaflatb.t of -r.b truss has been dcatg„<d v an ndkdual buildm fng cuponwit In aceoniume with WSin7l 1-1995 and NUS-97 ka be hr. rpontcd u pars of the bultding design ),y a euUdt g leaign<r Uegfstered uehaed nr Profoslonal „pfxal- When r "N d for., ppro.al by the n0dtr+g dofgn<r. tlx design k. adh,gs sow,. h lust be ch_lZ to tx lure tint the data shown ee III agtu ( with (hc loot budding codes. ,ol a{Nrotle rennds for wind or snow kinds. rtycd al,cdliwflons or:peel.I appilcd loads. hubs :!town, l— Ims not Oxen dafg-d for laage or lucuizcr loads. The dn(gn assumes prvslon 0-4, Ilop er bnttaml are mnlbu- fnfir=d by shea.U,ing wa— e(hnttbc 7oakd. Where boU.nm eb—is b tensi_. ere a( fully t--,t ht—fly by a }voperly aplt6<d god eeUklg. [hey should be. braced wl a mdmtun spacbg or 10'.0' c.._ Ct wtor hies 31m1I Ix manufactured hart 20 gauge Ird �Pped ge("u,ked afeel "I-tj, ,LSMA 653. rode 40. unles d.e,wbe shown. ABRICATION NOTES for b fabrfo(bp, the fabdtatnr seaU reatew b drnwk+g to Cerny (f.a( lhb b b dnm. r. mfon.wr,ee'Ad. Ufe fabkalnt's plaits vd to atr<e a conlbuing teap.,uub,uty far such aen- allun. Any dbvepancles ors. to be put ill 1(k.g before eatUng or Nbo-Uon. at<s s1n0 not be btstalled ocor knotffo{o, .Is ar dbtott<d grain. 41-1, . shall be cut r Ught Ilitutg r+ond to wood Ixnnng. Con. csnr P6te slmll be located •.w. both r ins a < Uuss loth tails fuUy Imbedded and shall be ab—i the foot unless othernise sl.ovn. A 4 PWC Is 5-wide x 4- tong. A 6.s9 pia tr. b E- do x W long. slots (hotcsl inn paralkl to < Platt kuglh sF a WU d. Oonbk cub o+. web anb— aftan nf<ef at the ea.drold oI the webs dens Whawbe slnanf.. C—,,—tor Plate sizes c. "ll"lm, sled tensed on the Gn shuvrt d may need to be atonsd for caUb hand- g and/or c,eUlon stresses. T1fb tans b not. Ill, 1'"- <d alth (Ire tell, danl heated abet mdeas olhcrwbe shave_ For a hill 1 mmanon oa euauty Can4vt rder to ANSI/T" 1-1995 ZECAUTIONARY NOTES bn<bg and cn-no. tecon.mcndatlons ua `x follmucd In amardonce wi[h "Fra.,dlbg -.d 1A 0raeln('. Hl[i-91. Tn+:lea z•R b mndkd nnh parnculnr care d u..bandNg 1 bdlk,g..tck.cry and tnalaaalbn la wad nags. Tan.p«a.y attd P.-l. l—t brsck,g. hniding tnasso to a attalgld and P1 t 6 pw- n and (ar rvlstbtg 6ten11•— 11m11 be i�.ned sett! InalaUed fry other. Catcrul hand- : Is oscntfal and accUon Ltac{ng b ahsals of a Normal prtmutlouall ad wo for sso "ukw such temporary bracing during IaUaUon txhaeen Uussn to -cold toppgng ( d--h_g. itx ewpt+.bmn nr occbon of s shall be undar the cord-! ad Pe 1w _k_d In the halatlaUon of Uussra. fcsslanal -dote shall Its sought U ar liltd. um4albu of corolru<um. bads gt<a ter I the dafg+ ba )s hall nnl M ppikd (o t yfl N 1•.a1. 16 t1 nufc. I L t ll r t h.,ll l J l tl .t IC• 5 00 flc, ali hat<nb G a.nJ 1 , Ell, ".,Plated. HIP GiFlUrR IVIARONDA SYSTEMS 2x OF- WO: T11111DETAIL il: HIP QTYA BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES 1-0 S1-10RTEN. OSB NOT TO EXCEED 24110.0 _ 0 RE NAILED TO TRUSSES w/ e 12" ON CEN_ STAGGERED PRE-ENG'D TR TOP WALL OF BUILDfNG TYPICAL BLOCKING 1-4-m sjyEAT111N G ON 't R.fpS WARN[NG: READ ALL NOTES ON THIS SFIEF-l'. ling. MdCOIIC�d S�St�f11S A COPY OF 11-1IS DRAWING TO BE GIVEN TO ERECTING Job: Dwg: W5�: IiIPDETAI�.7+�—w CONTRACTOR. Truss ID; I lip . Dsgnr:711"y clik: Dale:10-20-00 4005 MARONDA WAY BRACING WARNING: 'rc Li-ve 'Up SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-39131 B+actr,g shown on t}df Jaw g Is M crit 11el g. wind bncb tat bra Je,g nrsbnl6r bnefn vM -6 is a pact of the botldbg detlg t a d 1 I } -lust bt n,neldereA br the b. Jd4,g drainer. C 1)P-IlC1 16 Tll ps[ DUrfoC - Lbf I •�5 Dur Fae - PI I: i TOMAS PONCE P.E. ff OradRg she b roe !steel ,nppnrt nr t t ss <nb , dr In reJuc< hack!! g tang 1. pr 1-w„a +n xt ix ad t anchor lateral bmehg ( I nJ ape<Ukd lncaUo<n Jrtc ,tr,ed by ll b BC Live ! )"O p9[ 25 t r O-C- S}+QC1rlg: r24 0" LICENSE d005fIU6S Udbg desig,,,_•r- AddlUonal bracbg of lL.e ova U strtfdure Isar Ix IvPtired. fSc< I-118-qi orrpn- frruaa r6te maluure. iPi. 6 Ior;,Ica ee ssd o on,a.,a Bc Dead 111.0 Design Criteria: 11}I 1d90 GREF.UUnl70K CT.0VIEOO.fl.}2766 u,t-� nlaal,n�.. r, 115E COT Df?SC, - 1'0TAL 33.0 ltcr tf•ni in nn ern JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect bnfomation. spectikatfons 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 ezemises no control with regard to fabrtm- lion. handling, shipment and Installation of trusses. This truss has been designed as an indiviih al budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineerl. When reviewedfor approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified- Where bottom. chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced ata maximum spacing of IO'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped 9-V- zed steel meeting ASTM A 653. Glade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwtng is in conformance with the fabricators plans and to realize a continuing responsibility for such wert- fication. Any discrepancies are to be put in witting 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 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 (holes) run parallel to the plate length specified- Double cuts on web members shall meet at the centrodd of the webs unkss otherwise shown. Connector plate sizes are mmtmum sizes based on the forces shown and may need to be Increased for certain hand - It" and/or erection stmas . This truss is not to be fabricated with fire mtardant treated lumber unless otherwise shown. For additional informatlon on Quality Control refer to ANSI/TPI t-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling installing a Bracing-. H16-91. Trusses are to be handled with particular care during banding and bundling. delivery and insut8atfonto avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting Lateral forces shall be deittgncd and installed by others. Careful hand - it" 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 dorm noing The supervision of erection or trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any (line. No loads other than the eight of the erectors shall be applied to trusses unt8 after all fastenbng and bracing s completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V- 125mph, R= 21.0 ft, Z. 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 30.0 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=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 T 4-3-2 04-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Hot chord. End verticals designed for axial loads only. End verticals that are extended abave/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 TI: A ATYA =1)=_= ------- Joint Locations—== ... =______ ' 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) is- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 HOT PIN 29-10- 4 2086 0 -920 HOT H-ROLL 7-0-016-0-0 7-0-0 1 3 6.00 5X10 3X4 gy1n T 04-3 3-10-3 T� 1 M n 11, 30-0-0 10 9 8 7 2087# 3.50" 2087k 3.50" 1-0-0 30-0-0 �1-0-0 (RO-11-11) I 4�y j"(RO11-IL) EXCEPT AS SHOWN PLATES ARE T120 G TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OMFOO.Fl-32766 WAItNIN(it 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 o(tmas 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-9I of Teti. Mi— Plate Institute. TPf, is located at 583 D'Onohio Drive. Madison. Wisconsin 53719). Eng. Job: WO: SUNHV Dwg: Truss ID: A Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.2S, 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:06.02.02- 12766- f 11. HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =___ _=_ =====Joint Locations=======___=___=This ' budding comport tgtt Is loran ben BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0-=0- 0 5) 21- 0- 0 9) 21- 0- 0 basedual an component and has dream based on infortnatbn provided by the client. The designer disclaims The WEBS: 2x4 SP #3 2x4 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 any responsibility for as a result d SP #2 3, 5 continuously braced unless noted otherwise. Y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect information.speeffcauons Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy d this Information as It may relate to a spe- Support 1 734# Support 2 765# Bld Type. Encl L= 40.0 ft W= 30.0 ft Truss in X-Loc Vert Horiz Uplift Y-Loc Type ci(fc project and accepts no te_sponsibWor exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: INi' zone, TCDL= 4.2 psf, BCDL= 6.0 Resistant Cover C and/or Glazing t Ringf Req 29-10- 4 0- 1-11035 10360 -734 BOT PIN tion. handling. shipment and installation of trusses. This trusshas beendesigned asan L=-0.08" D=-0.08" T-4.16" --TC... FORCE ... CSI ..BC ... FORCE ... CSI individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPI 1-1995 and NDS-97 to be incorporated as part ofthe building design by a Building T- 0. 07" Designer (registered architect. or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3 - 4 -1637 0. 39 10-19 1371 0. 43 engtneerl. When reviewed for approval by the T= O.03" 4- 5 -1637 0.39 9- 8 1568 0.47 building designer. the design loadings shown RD1B = 1.15 5- 6 -1582 0.32 must be checked to be sure that the data shown 6- 7 -1794 0.37 are In agreement with the local budding codes. local cbnatic records for wind or snow loads, project specifications or special applied bads. Unless shown. truss has not been designedfor storage or occupancy bads. The design assumes compression chords (top or bottom) are cominu- ously braced by sheathing unless otherwise specified. Where bottom chords in tensionarc not fully braced Laterally by a properly applied rigid cediln6 they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanfud steel meeting AS77M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such. vert- ficatdon. 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 filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 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 onweb member shall meet at the cend trold the webs unless otherwise shown. Connector plate sizes arc minimum stirs 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 AN bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular tare 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 nnnsting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary btacing duriq Installation between trusses to avoid toppling and dominoing. The supervision d erecnon of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shag be sought If needed.. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to es trussuntil after all fastening and bracing is completed. T 5-3-2 0-4-3 TT� I 9-0-0 12-0-0 9-0-0 1 2 4 6 �- 6.00 4X8 2X4 4X8 4-10-3 0-fy4-3 __TrL 1 R n 30-0-0 12 11 10 9 g 1036# 3.50" 10369 3.50" (RO-11-11) I 3040-0 1-0 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLTPL 1-1995 scale = 0.2094 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOit CT.OVIEDOXI_3278 YYAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noerectton bracing. wind bracing,. portal bracing or similar bracing which is a part of the building design and which must be conskJ r d 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 NIB-91 of TPII. (Russ Plate Institute. TPI, is located at 583 D'Ondno Drive. Madison. Wisconsin 53719), Eng. Job: WO: SUNHV Dwg: Truss ID: B Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live O.0 psf O.C. Spacing: 24.0" BC Dead lo.0 psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 usf %i•nA no ne_ i ew .�� � �. �..-r.v,.vvnou umrrr iatnrnv ffC% 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: C ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the _ _=====Joint Locations=== ==__ ________ ' =1)= This design is for an individual budding HOT CHORDS: 2x4 SP #2 couposite result of multiple loads. 0- 0- 0 6) 23- 7- 4 11) 3.1- 0- 0 cottpwtentand has been based onbttormauon WEBS; 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 provided byeilityfrdamagdesigner asaresultodisclaims anyresponcorrectfordamagn ssaresultof 2x4 SP #2 4,5 continuouslybraced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 faulty or incorrect Information. spetyficatbns hind Case- ACE 7-98, C&C, V= 125mph , 4) 15- 0- 0 9) 23- 7- 4 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness oraccuracy Support 1 727# Bld Type= Encl L- 40.0 ft W. 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis infornatlon as K may relate to a spe- cJfk prujed and accepts no responsibility or Support 2 769# in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrics- MM LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 1-12 1035 81 -727 DOT PIN tton. handling. shipment and installation of L/999 29-10- 4 1035 0 -769 BOT H-ROLL trusses. This truss has been designed as an L=-0.07" D=-0.07" T=-0.14" --TC , , j�OR�, CSI ,..BC. , ,FORCE. , , CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/7P11-1995 and NDS-97 to be incorporated T- 0.07" 2- 3 -1435 0.40 12-11 1534 0.43 as part of thebudding design a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 or Designer (registeered architect or professional engineerl. when reviewed for approval by the T. 0.03" 4- 5 -1240 0.25 10- 9 1534 0.43 building designer. the design loadings shown RMB 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 are inagreement with the local building codes, brat chmaUc records for wind or snow bads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy beds. The design assumes compression chords Itop or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tensionate not fully braced laterally by a properly applied rigid "fling. they should be braced at a maximum spacing of la-O' o- Connector plates shag be manufactured from 20 gauge hot dipped galvanizedsteel meeting ASTM A 653, Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkatbn, 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 ved- ficatton. Any discrepancies are to be put in wrtUng before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to woof hearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long A 6x8 plate is 6" wide x 8' long, Slots thoks) run parallel to the plate length specified. Double cuts on web members shall meet at the cent -id of the webs unless otherwise shown. Connector plate slzn 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/'1P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with-Handiing instating` Bracing. HIB-91. Trusses are to be handled with particular care during banding and buridWg, delivery and bxstallatbn to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses re quires such ternporary bracing during Installation between trusses to avoid toppling and dommoing The supenrtsbn of erection of trusses stall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater thanthe design bads shall not be applied to uussn at any time. No bads other than the weight of the erectors shall be applied to truces until after all fastening and bracing is completed. Ilk 11-0-0 8-0-0 k 1140-0 1 2 1 4 1 6 Q 6-3-2 0-4-3 TT� 1 4X6 3X4 4X6 5-10-3 0-4-3 T7� I n M Ilk 30-0-0 13 12 11 10 9 8 1036# 3.50" 1036A! 3.50" 30-0-0 1-" (RO-11-11) I � (I RO-I1_ll} EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.2094 Lmaronda Systems) ' 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIED0.1'L32766 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 noterection bracing, wind bracing. Portal bracing or sbndar bracing which is a part of the building d—W and which must be, considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling. length. Provisions most be made to anchor lateral bracing al ends and specified locations determined by the building designer. Additional bracing of the overall stnuture may be required. (.See HIB-9t of TPI). rfruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss ID: C Date: 6-11-02 DurFac - Fit 1.2S O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA — I—. a,: u. cc -awes uvnw omrn naurvn v HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: D ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ===_ ===-Joint Locations=====__________ This design Is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of )multiple loads. 1)=_0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 component and has been based on information WEBS: 2x4 SP #2 All COMPRESSION Cbords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 provided by the client The designer disclaims Y 2x4 SP #3 1,7 continuous) braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 any responsibility for damages as a result of faulty orIncorrect information, specttications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 and/or designs furnished to the tn,ssdesigner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 21.0 ft, I: 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEAJZING LQCATION__--- by the client and the correctness or accuracy Support 1 716# Bld Type. Encl La 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loe Type of this Information as it may relate to a spe- Support 2 752# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 cdk project and accepts no responsibdity or MAX LIVE LOAD DEFLECTION: et Resistant Covering psf 0- 1-14 1036 69 -752 BOT PIN exercises no control with regard to fabrics- L 999 �a gaud/Or Glazing Req 29-10- 4 1036 0 -752 BOT H-ROLL tlon. handling, shipment and installation of trusses. Ibis truss has been designed asan L=-0.06" D=-0.07" T=-0.13" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1768 0.50 12-11 1525 0.41 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0. 07" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1107 0.29 10-19 1105 0.28 Designer (registered architect or professional T= 0.03" 4- 5 -1308 0.48 9- 8 1522 0.41 engineer). When reviewed for approval by the budding designer, the design loadings shown RISB = 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 must be checked to be sun that. the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specific itkxs or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rWd - ing, they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped g lvantzed steel meeting ASTM A 653. 13-" 4-0-0 13-" 11 Grade 40. unless otherwise shown. Ilk 1 2 5 FABRICATION NOTES F--- Prior to fabrication. the fabricator shag review 6•� Q this drawing to verify that this drawing is in conformance with the fabricator's plans and to 4X6 4X8 MO a continuing responsibilgy for such veri- fication. Any dtsaepancim are to be put in writing before cutting or fabrication. Plates shall not be Installed over knolhoks. knots or distorted grain. Members shall be cut for tight fitting wood to wood baring. Con- 3X4 nector plates shag be located on both faces of 3X4 the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 7_3-2 5x4 plate is 5" wide x 4" king A 6x8 plate is 6" 6-10-3 wkle x 8" long Slots (holes) run parallel to the plate length specified. Double cuts on web ` members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes 0-4-3 0-4-3 are minimum sizes based on the forces shown and may need to be Increased (or certain hand- _ ling and/or erection stresses. This truss is not to be fabricatedmesswith wire retardant treated 3X6 6X8 3X8 6X8 2X4 lumber unless otherwise shown. For additional 3X6 Information on Quality Control refer to ANSI/M 14995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In ac—dance with "Handling Installing a Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- mlonand for resisting lateral tortes shag be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtrmotng. The supervision of erection of trusses shall be under the control of person, experienced In the Installation of trusses. Professional advice shall be sought if needed_ Concentration �tm,K of cmtio n lads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the erectors shag be applied to muses until after all fastening and bracing Is completed. n 30-0-0 n '12 11 iO 9 $ _ f036/J 3.50" 1036# 3.50" (RO-1 -11) I �e 30-0-0 (I Rp-11_11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 •- WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMdronda SySteMSA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg:Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr. 1.25 SANFORD, FL. 32771 321-0064 Fax Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral truss TC Dead 7.0 psf BC Live O.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0w (407) (407) 321-3913 support of members only to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specgled locations determined by the building designer. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). BC Dead 10.0 r ps Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719) Code Desc: FLA 1890GREeNBROOkcrOWEDOYI-3276e TOTAL 33.0 psf V:06.02.02- 12769- � 5• ma„u ,,—yrr, avtr rRtrt: (,:11=-L(IAU(JH31JL)MYHU(JNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: E QTY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_= __ _=====joint Locations= ===___===__=_ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 provided by the client. The designer dncialms any responsibility for damages as a result of 2x4 SP #2 3,4,5 continuouslybraced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect infeanation. specifications Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 ----MAX. REACTIONS PER HEARING LOCATION the went and the correctness or accuracy Support 1 680# Bld Type. Encl L. 40.0 ft W. 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to a ape- Support 2 718# in INT zone, TC DL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 74 -680 HOT PIN cdlcprotect and accepts nnoresponstbWtyor exercises no control with regard to (abrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Reg 29-10- 4 1036 0 -718 BOT E-ROLL (ionshshipment and installation of L/999 tu.'Thi. truss has been designedas an L=-0.07" D=-0.07" T=-0.13" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building compomentinaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 ANSITM 1-19%and Nos-97 to be incorporated T- 0.06" 2- 3 -1570 0.31 11-10 1291 0.44 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTIONt 3- 4 -1144 0.30 10- 9 1291 0.44 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.03" 4- 5 -1144 0.31 9- 8 1513 0.48 building designer. the design loadings. shown RMB = 1.15 5- 6 -1570 0.32 most be checked to be sumthat the data shown 6- 7 -1746 0.37 are in agreement wtth the local building codes. localclimatic 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 contmu- ously 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'-0" o.c. Connector 15-0-0 15-0-0 plates shalt be manufactured from 20 gauge hot 1 2 3 dipped gahanlzed steel meeting ASrM A 653. 5 6 Grade 40. unless otherwise shown. ' 00 -6.0001 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 verf- flcatlon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates 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' tong. A 6x6 plate is 6" wife x 8" long. Slots (hoks) run parallel to the plate length specgk.d. Double cuts on web members shall meet at the centm/d 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 retardanttreated lumber unless otherwise shown. For additional information on guality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedin accordance with 'Handling Installing & BrachW. FHB-91. Trusses are to be handled with parUcular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- ttion and for resisting lateral forces shall be designed andinstalled by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires suchtemporary braying during installation between trusses to avoid toppling and do nlnoing.. The supervision of erection of trusses shall be under the control of persons experienced in the installationof trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at b any time. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 4X6 8-3-2 0-4-3 T7� 1 7-10-3 0-4-3 F1 Iq 30-0-0 11 LO 9 8 1036# 3.50" 1036# 3.50" � 30-0-0 1-0000 (Ba11-11) ) ORO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 r'- WARNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SLINHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E CONTRACTOR. BRACING WARNING: Dsgnr. TLY Chk: Date: 6-11-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 cimA drawing g, bracing. bracing or similar brae Brashown on this drawl is not etecttmn bmcm wind bra portal g bracing which is apart of the buikftng design and which must be considered by the building designer. Bracing is for lateral TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25. O.C. Spacing: of 4 /� An Pa g• (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown nly support of truss members oto reduce buckling length. Provtmons must be made to anchor latent bracing atends and specified locations determined by the btuMing designer. Additional bracing of the overall structure may be required. (Sec 1i16-91 ot TPII. BC Dead psf 10.0 Ps f Design Criteria: TPI LICENSE #0050068 (rruss Plate Institute. TPI. Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Cade Desc: FLA 1890GREMBNooKCr.OtnsoO.FL3276e I TOTAL 33.0 psf V:06.02.02- 127M- _.gn.- mcsrat nnmyms /Vri YAIH: (,:IltC-LUAUUtIJIIL.)MPHiSUNtIV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: F BTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_= ==== = _====Joint L==_ vcaticns====____==== . This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on fnformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided by the ehe L The designer disclabns eOntintidlL41 braced unless noted otherwise. Y any-sponsibilty for damages as a result of faulty or bcoreet information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V- 12 h, ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished tothe truss designer Support 1 580# H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Uniform PLF From PLF To by the client and the conectnessoraccuracy Support 2 340# Bld Type. Encl L. 40.0 ft W. 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this mforation as It may relate to a spe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in END zone, TCDL= 4.2 pSf, BCDL= 6.0 psf BC Vert L+D 0 0- O- 0 -38 9-10-13 ale protect and accepts no responsibility m exercises no control with regard to fabri® Support 1 275# IlWact Resistant Covert and/or Glazing R lnej Bq ----MAX. REACTIONS PER BEARIM LOCATION----- tion. handling. shipment and installation of MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loa Type trusses. This truss has been designed as an L/999 ..TC... FORCE...CSI ..BC ... FORCE ... CSI 0- 2- 8 208 275 -580 BDT PIN indtvwuatbuilding component inaccordance with L--0.02" D- 0.00" T=-0.02" 1- 2 635 0.54 5- 4 -782 0.42 9- 9- 0 423 0 -340 BOT H-ROLL ANSI/TPI I-1995 and NOS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.42 as pan of the building design by a Building T= 0.03 " Designer (registered architect orprofessional engineer{. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: budding designer. the design loadings shown T- 0.031 must be checked to be sure that the data shown are in agreement with the local budding codes, RMB = 1.00 local climatic records for wind or snow loads. project specifications or special applied Wads. Unless shown. truss has not been designed for storage or occupancy Wads. The design assumes compression chords (top or botiornl are continu- 9-10-13 ousfy braced by sheathing unless otherwise Ilk f�. Where.chords in tense 1 2 3 no laterally �Y Ili' by property applied rigid ceiling. they should be braced at a maxbmmn spacing of 10'-W o.c. Connector 4.24 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 2X Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabdeator shall review this drawing to verify that this drawing is In conformancewith the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in2X writing before cutting or fabrication. Plates shad not be installedover knotholes. knots or distorted grabs. Members shall be cut 3-9-14 for tight fitting wood to wood bearing. Con- 4-3-11 nector plates shad be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6' wide x 8' long. Sluts (holes{ run parallel to 0-3-14 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate slzes am ndntrum sizes based on the forces shown and may need to be increased for certainhand- hng and/or erection stresses. This truss Is not 3X6 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with *Handling installing & Bracing'. HIS-9 1. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltionand for resisting lateral forces shall be designed and irtstaded by others. Careful hand- ling Is essential and erection beeing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominobg. The supervision of erection of trusses shad be under the control of ps experienced in the installation of trusses. Professional advice shad be sought d needed. Concentration of conatructbn bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. 1-6-2 I I M 9-10-13 5 209# 4.95" 423# 2.50" (R1-6-0) 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 1890 OREENBROOK. Cr.OVIEDOYL32766 9-10-13 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 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 budding designer. Additional bracing of the overall structure may be required. (See I18-91 of T Ptl. (Truss Plate institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). scale = 0.4873 Eng. Job: WO: SUNHV Dwg: Truss ID: F Dsgnr: TLY Chic: Date: 6-1 1-02 TC Live 16.0 psf DUrFac - Lbr 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:06.02.02- 12772- uesign: mmnr Aadiysts 1UH PAM: (,:I7tt4,0KV0851125MPHIS4UNHV 11CS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: F1 61TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_ ====_ ====Joint Locations========._==___ . This design isfor anIndividual budding BOT CHORDS: 2x4 SP #2 ccuposite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 n the clienyfar The geslas a disciaresult any idedresponsibility f any far damages eR,uhor continuously braced unless noted otherwise. faulty or incorrect information., specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 12 h, ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the trum designer Support 1 594# H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Uniform PLF Frew PLF To by the client and the correctness or accuracy Support 2 326# Bld Type. Enel L= 40.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this worm , atioasItmayrelatetoaspe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 cifcprgcdand accepts wresponsibility or exerdses no control with regard to fabrica- Support 1 275# Impact Resistant Covering and/or Glazing Req ----NAX. REACTIONS PER BEARING LOCATION----- tion,LIVEDEFLECTION: handling. shipment and Installation of X-Loc Vert Horiz Uplift Y-Loc Type trusses. This truss has been designed as an L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 0- 5-11 214 275 -594 HOT PIN individual building component in accordance with L=-0.01" D= 0.00" T=-0.01" 1- 2 606 0.48 5- 4 -748 0.40 9- 9- 0 417 0 -326 HOT H-ROLL ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.38 as part of the building design by a Building T= 0.02" Designer (registered architect or professional '.. engneerl. When revkwed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadings shown T- 0. 02" must be checked to be sure that the data shown arc in agreement with the local bulding —des. RMB - 1.00 local climatic records for wind or snow bads. project specilicallons or special applied loads. links shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (cop or bottoml are continu- 9-10-13 ously braced by sheathing unless othewtse Ilk specified. When botto ri chords Intension are 1 2 3 not fully braced laterally by a Property applied rigid ceiling, they should be braced at a r maximum spacing of 10'-0- o.c. Connector 4.24 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 2X Grade 40, unless othetwtse shown. FABRICATION NOTES Prior to fabrication., the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in 2X writing before cutting or fabrication.. Plata shall not be installed over knothoks, knots or distorted gram. Members shall be cut. 3-9-14 for tight fitting wood to wood bearing. Con- 4-3-11 nector plates shelf be located on both faces of the truss with natfs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wife x 4- Long A 6x8 plate is 6- wide x Ir long Slots (holes) run parallel to 0-3-14 the plate length specified. Double cuts an web member shall meet at the centruld of the webs unless otherwise shown. Connector plate sizes _ are mtnlmuni sizes based on the forces shown and may need to be Increased for certain hand- hag and/or erection stresses. This truss Is not 7- 3X6 3X4 to be fabricated with fire retardant treated Lumber unless otherwise shown. For additional information on {duality Controt refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -handling Installing & Brachia'. HIS-91. Tn,sses are to be handled with particular cam during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm. Dan and for reetsttng lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection beating is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoidtoppling and dominotng. The supervision of erection of trues shall be under the control of persona experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. ( 1-6-2 le (Rl-") "I" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1890 OREENBROOft Cr.0VIEDO.FL3278 1 I M 9-10-13 5 4 215# 11.31" 417# 2.50" 9-10-13 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and whichmust be considered by the building designer. Bracing shown. Is for lateral support of truss members only to reducx buckling length.. Proa-tslons must be made to anchor lateral bracing atends and specified locations detennined by the building designer. Additional bracing of the overall structure maybe required.. (See Eti6-9l o(TPII. rrluss Plate Institute. TPI, is located at 583 D'Onoftlo Drive, Madison. Wisconsin 537191, scale = 0.4873 Eng. Job: WO: SLINHV Dwg: Truss ID: F1 Dsgnr: TLY Chic: Date: 6-11-02 TIC Live 16.0 psf DurFac - Lbr. 1.25 TIC Dead 7.0 psf DurFac -Pit: 1.2& BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psi' Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 127!A- i! uesign: Mainz AnafySlr JOB PATH: C:I1Lt-L0KU08S1125MPHISUNHV F1CS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information Provided by the client. The designer disclaims any responsibility for damages as a msutt of faulty or incorrect Information. specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this Information as Itmay relate to a spe- cific protect and accepts no responsibdity or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI I-190 and NDS-97 to be Incorporated as part of the budding design by a Building Designer Iregtstered architect or protessional engineer). When reviewed for approval by the building designer. the designloadings shown must be checked to be sure that the data shown ate In agreement with the local building codes. load climatic records for wind or snow loads, protect strecillrrtions or special applied bads. Unkw shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu. ously bracedby sheathing unless otherwise specified. When: bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of la-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verity that this drawing is in conformance with the fabricators plans andto realize a continuing responsibility for such veri- fkatiom- 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 bothfaces of the tress with naffs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wale x 4" king. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown.- Connector plate sizes are minimum[ sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This tress 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 cmcuon recommendations are to be followed in accordance with "Handling Installing & Bracing% HIB-91. Trusses art 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 poll - Rion and for twisting lateral tomes shall be designed and trstalled by others. Cateful hand- ling is essental and erection bracing is always requited. Normal pmesuitlonsry action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dommeting. The supetvsbn of erection of trusses shall be under the control of persons t 1perlenced to the msstatlaton of trusses. Pru(essional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be appliedto trusses until after all fastening and bracing s completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W- 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 G QTY:9 ====Joint Locations=====_______=__ 1) 0 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loe Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 I 2 0-4-3 3-10-3 Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails 1 I 4 3 281// 3.50" 151/! 2.50" 1- 1-1-9 • 82# .Sort � (R1-1-7) 1 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 10-12 scale = 0.4854 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis WRL NIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not. erection bracing. wind bracing. portalbracing or slnular bracing which is a part of the budding design and which nest 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 budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss Plate Institute. TPI, is located at 583 D'Onofrfo Drive. Madison, Wisconsin 53719). JOB PATH: C:IT££-LOW08S1125MPHISUNH11 Eng. Job: Dwg: Dsgnr: MY Chk: U Truss ID: G Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLAV:06.02.02- TOTAL 33.0 psf 12775- HCS: 06.02.02 DESIGN INFORMATION This design is for an tndMdrral budding component and has been based on information provided by the client. The destgner disclaims any responsibilty, 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 p"ect and accepts no responsibility as exercises no control with regard to fabzlra- uon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance wit, ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architector professional engineer!. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records far wind or snow loads. "ect specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design. assumes caapresaton chords (top or bottom) are combsu. Dusty braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-W o.c Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this to to verify that this drawing is in conformance with the fabricatoes plans and to realize a continuing responsibility for such vert- ficatlon- Any discrepancies ate to be put in writing before cutting or fabrication. Plates shalt na be Installed over knothoks. knots or distorted gram. Members shall be cut for tight lltting wood to wood bearing. Con. nector plates shag be located on both faces of the thus with nabs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- tong. A 6x8 plate is 6" wide x 8" king. Slots tholes) rim parallel to the piste length specified. Double cuts on web members shall meet at the <emm4d of the webs unless otherwise shown. Connector plate sizes are mialmuna sizes based on the forces shown andmay need to be Increased for oertam 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/TP1 1-1995 PRECAUTIONARY NOTES Ali bractrig anderection recanmendatlons are to be followed In accordance with 'Handling Installing & Bracing% HlB-91. Trusses are to be handled with Particular care during banding and bundling, delivery and Wtaliatlon to avoid danmge. Temporary and permanent biadng roc )coding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautfouary, action for trusses requires such temporary bracing during lostaltatlon between trusses to avoid toppling and dommotng. The supervision of erection of trusses shag s be under the control of person experienced in the installation of trusses. Praessbmi advice shall be sought if needed. Concentration of construction loads greater Ulan the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Curds are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, 1= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Enel L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-15 0-4-3 A_ I WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of Batltiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked On truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 GI QTY:5 "ae=Joint Locations —a,----------- =1)==U=s68 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 6 0000 3-10-3 Attach with (3) 10d Toe-Naft Attach with (2) 10d Toe -Nails 7-" 4 9 3 281# 8.00" 151N 2.50" -r 82# .50' 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports 10-12 scale = 0.4854 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 'ago GREENBROOK Cr.OVIEDO.i7.32766 Design. Matrix Analysis wJ►KNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind braci4 portal bracing or similar bracing which Is apart a( the budding design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provlsium must be made to anchor lateral bracing at ends and specakd locations determined by the building designer. Additional bracing of the overall structure may be required. (See H113-91 of TP0. faros Plate Institute. TPI, is looted at 5ti3 D'Onofrin Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-L0KU0BStl25MPHtSUNjly Eng. Job: Dwg: Dsgnr: TLY Chk: N V Truss ID: G1 Date: 6-11-02 TC Live 16.0 psr DurFae - Lbr: 1.?.5 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12776- t HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infortnatbn. spectfi ations and/or designs furnished to the truces designer by the client and the correctness or accuracy of this information as It may relate to a .pe- eiffe project and accepts no responsibility or exercises no control with regard to fabrics - lion, handling. shipment and installation of trusses. This truss has been designed as an lndlviduai 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 engtneerl. When -Mewed for approval by the building designer. the desert loadings shown must be checked to be sure that the data shown are in agreement with the brat building codes. kcal climatic records for wind or snow bads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced laterally by a property applied ried ceiling. they should be braced at a. maximum spacing of I(Y-G" 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 confomnnce with the fabricator's plans and to realize a continuing responsfbihty for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nedor 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 6- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shalt meet at the centrod of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and tiny need to be increased for certain hand- ling and/er erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional triermation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with 'Handling Insulting & Bracing'. HIB-91. Trusses am to be handled with particular cart during banding and bundling, delivery and Installation to avold damage. Temporary and permanent bracing for holding trusses ina straight and plumb pos- I ion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always requimd. Normal precautionary actionfor trusses requires stich temporary bracbtg dttrtng Installation between trusses to avow toppling and dorrinoing. The supeNisbn of election of trusses shall be under the controt of persons exp rfenced In the Installation of trusses. Professional advice shalt be sought if needed. Concentration of constnrction loads greater than the design loads shall not be applied to trusses at any Ume. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, ri= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl. L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D- 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTICN: Tar 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" Me - 1.15 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of Multiple loads. This truss is designed to bear on Multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCENE: Support 1 399# Support 2 278# Support 3 43# .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H QTYA ==_=====Joint Locations= =_____ ======__ 1) 0 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT R-ROLL 5-1-8 1 2 6 0000 0-4-3 2-10-15 M I M 5-1-8 4 3 219# 3.50" 110k 2.50" 1.11 1-1-9e 5-1-8 61# 50" 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 #0050068 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psf Durfae - Lbc 1.25 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25- which is a pan of the building designand which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Pre islorts must be BC Live 0.0 psf n O.C. Spacing: 24.0 made to anchor Lateral bracing at ends and specified locations determined by the budding designer. Addittnal bracing of the overall structure may be required. (See HIB-91 of TP0. BC Dead 10.o f 1 Design Criteria: TPI buss ( Plate Institute, TPi. Is located at 563 D'Onofrto Drive. Madison, Wisconsin 53719]. Code Desc: FLA- TOTAL 33.0 psf V:06.02-02- 12777- S 5 r y+ra ova rnrr: (1:t1tt-1.UAUU6JU/)MYHISUNHV HCS. 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a resuk of faulty or Incorrect information, specdlcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Informatlon. as it may relate to a spe- cate project and accepts no responsibility, or exerctses no control with regard to fabrica- lion. handling, shipment and Installation of trusses. This truss has been designed as an individual. budding component in accordance will ANSI/771 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registeredarchitect or professional engineer). When reviewed for approval by the building designer. the design loadings show" must be checked to be sure that the data shown. are In agreement with the local budding codes, local chniatic records for wind or snow, bads. project specifications or special applied loads.. Unless shown. Ines has not been designed for storage or occupancy lands. The design assumes compression chords [top or bottan) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of la-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed ova knotholes. knots or distorted grain. Members shall be cut for tightfitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5- wide x 4- long. A 6x8 plate Is 6' wide x W long Slots (holes) ram parallel to the plate length specified.. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sites are mfohnum sizes based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss Is not to be fabricated with lire retardant treated unless lumber otherwise shown. For additional Information on Quality Control refer to ANSI/'[PI 1-1995 PRECAUTIONARY NOTES As, bracing and erection recommendations arc to be followed In accordance with 'Handling Installing & Bracing", HIB-91. Tnrsses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domInoIng. The supervision of erection of trusses, shall be under the control of persons experienced. In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall no be applied to trusses at any time. No loads other than the weightof the erectors shall be applied to [ruses until after all fastening and bracing Is completed. TOP CHORDS. 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H. 21.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D- 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 1 ATY:4 ___==___ ====Joint Locations=============__ 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 HOT PIN 5- 0- 4 60 0 -43 HOT H-ROLL 5-1-8 1 2 6 0000 0-4-3 1 2-10-15 F] 5-1-8 4 3 219# 8.00" 110# 2.50" �s 1-1-y -Ie 5-1-8 61# 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPCPI 1-1995 Over 3 Supports r WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maron a System Sil A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and whim must be considered by the building designer. Bra Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions trust be BC Live 0.0 psf TOMAS PONCE P.E. Adana) b cing of t a overall struteral bracing at cture and specified locations red.(determined o buy the budding designer. y required. tree Hie-s1 of TPI). BC Dead 10.0 Psi LICENSE #0050068 (Truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. 1890 GREENBROOK Cr.0VIEDOiL32766 I TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Tam ID: H 1 Date: 6-11-02 DurFac - Pit: 1.25- O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA a•- n•• +moo rnrr. urrcc-L Avvm31IZJMFdi3UNHV HCS: 06.0202 I T I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: I ATY:4 DESIGN INFORMATION This design is for an individual budding component and has been based on information providedby the client. The designer discli _ms any mponsibWdamages ty for as a result of faulty or incorrect information. speciflmtkms and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information - it may tllate to a spe- cbk project and accepts no responsibility or exercises no control with regard to fabrka- don, hand8ng. shipment and installation of trusses. This truss has been designed as an individual building component In accordance will ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineeri. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project spectlkatbns or special applied bads. Unlessshown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conurtu- ousty braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximumspacing of la-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- Ikation. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted grain.. Members shall be cut for tight lilting wood to wood. bearing. Con- nector plates shag 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. Sots (holes) run parallel to the plate length specified. Double cuts on web —ben shalt meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may treed to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional infornution on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Installing & Bracing'. H16-9I. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tresses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essentlai and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing dining installation between trusses to avoid toppling and dominoing. TUe supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice drag be sought If needed- Concentraticm of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I= 1.00, MW.Cat. B, Rzt= 1.0 Bld Type- Encl L= 40.0 ft W= 3.1 €t Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00- T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-4-11 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE. ..CSI 1- 2 -29 0.25 4- 3 -2 0.19 ==____----- ===Joint Locatiow _=__=___==== ` 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER SHARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 ill -288 HOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL Ilk 3-1-8 L 1 2 6 0000 3-1-8 r 1 1 9 4 3 154# 3.50" 67# 2.50" 1-1-9 ale 3-1-8 37# 2f0" (R1-1-7) j C/L:: e3J-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the 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 specifled locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI. It, lorated at 583 D'Onofrio Drive. Madison. Wiscors(n 53719) Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: SUNHV Dwg: Truss ID: Dsgur: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25" BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12779- 1 uesign: matnx Analysis JUS PATH: C.1TM-L0KU08SI125MPHISUNHV HCS: 06.02.02 I I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: II ATY:4 DESIGN INFORMATION This design 1s for an individual building component and has been based on information provkaed by the Ghent. The designer dis l i ss any responsibility for damages as a result of faulty or incorrect information.. specifkatbns and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as it relate to a ape- cK, project and accepts no responsibility or exetcises no control with regard to fabrka- lion, handKng, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7Pl 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure thatthe data shown are in agreement with the local bu8dtng codes, local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are no fully braced laterally by a property applied rigid ce8ing, they should be braced at a maximum spacing of 101-0` o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting AS -TM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrfmUon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrkator's plans and to realize a continuing responsibility for such vert- firation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall no be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fain of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6" wide x 8' tong. 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 sues are minimum sins based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated. lumber unless otherwise shown. For additional infonnatbn on Quality Control refer to ANSUTPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recomntendatmns are to be followed in accordance with 'Handling Installing & Bracing, HIB-91. Trusses arc to be handled with particular came during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Kton and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal premuttonary action for trusses requires such temporary bracing daring installation between trusses to avoid toppling and dominoing. The supervision of erection of ruses 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 shalt notbe applied to trusses at m any Ue. No loads other than the weight of the erectors shall be applied to trusses unl8 after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125aph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl Lei 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D- 0.00" Te-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-4-11 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNEMON PER SCHEDULE: support 1 288# Support 2 176# Support 3 26# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 =_ -=Joint Locations=-=__ 1) 0-6=- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOOT H-ROLL 3-1-8 L Ilk 1 1 2�6.00 3-1-8 r I 4 3 154# 8.00" 67# 2.50" �e 1-1-9 � 3-1-8 37# 2 0" (R1-1-7) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports ' - WAKNIN4: READ ALL NOTES ON THIS SHEET. Frig. Job: rMaronda SystemsA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dg: CONTRACTOR. gnr: MY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing le 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 TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions, most be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building deslgur. Additional bracing of the overall structure may be requited. (See HIB-91 of TPO. BC Dead LO.0 psf LICENSE #0050068 rrmss Plate Institute, TPI. is located at 583 D'Onofria Drive. Madison. Wisconsin 537191_ 1890 OREENBROOK Cr.MEDOXI-32766 I TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: 11 Date: 6-11-02 DurFac - Pit: 1.25. O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA vesign: Mdrrtr Anmyus JUH PA/H: CA1Lk-LUK11UH31jSMPH(SUNHV HCS: 06.0202 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client The designer dw.-brms any responsibility (or damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the taus designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts ne responsibility or exercises no control with regard to fabrlca- lion. handling, shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance will ANSI/'IPI 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 approvalby the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design - compression chords (top or bottom) an continu- ously braced by sheathing unless othetwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rig(d ceding, they should be braced at a maximum spacing of la-O' o.c. Connector plates shad be manufactured from 20 gauge hot dipped gatvanlzed steel meeting AMN A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review dr awing rawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fication Any discrepancies am to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing Con- nector plates 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' wile x 4' tong. A 6x8 plate is 6' wide x 8- king. Slots (holes) run parallel to the plate length specdled. Double cuts on web members shall meet at the eentrold of the wets unless otherwise shown. Connector plate sloes are minimum. sizes based on the forces shown and may need to be tncreased 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 irrfomntion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Alf bracing and erection reconmmenciatiors are to be followed In accordance with 'Handling Installing & Bracing'. RIB-91. Trusses arc to be handled with particular tam during banding and bundling, delivery and installation to avoid damage. Temporaryand permanent bracing for holding trusses in a straight and plumb p-- Alon and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between tresses to avoid toppling and dmmmofng. The supervision of erection of trusses shad be mummer the control of persons experienced Inthe bnstallatlon of trusses. Professional advice shad be sought If needed. Concentration of construction bads greater than the design bads shad not be applied to trusses at b any time. No ads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Imgact Resistant Covering and/or Glazing Req 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" We - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTY:4 ---- =.... ==;«Joint Loc«; ations= ===_____=== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loa Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 6.00 Attach with (1) 10d Toe -Nails 0-10-15 Attach with (1) 10d Toe -Nails 4 31 89# 3.50" 25# 2.50" 1-1-9 13 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports r WAKNIN4. READ ALL NOTES ON THIS SHEET. Eng. Job: Marondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing sham on this drawing is not erection bracing wind br-acirmg portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. ma,`lateral bracing at ends and specified locations determined by the budding designer. ang of the overall structure may be required. (see Rt8 91 of TPIi. BC Dead 10.0 psf LICENSE #0050068 frnss Plate institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. 1890 GREENBROOR Cr0V1ED0.FL327r6 N TOTAL 33.0 psf scale = 1.5123 Truss ID: J Date: 6-11-02 DurFac - Pit: 1.25- O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA- ,•a••. ,.gape., ,vtr rnrn: 1:11=-LUAV(JtJNl1L)MYHIbUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design Is for an indrvldual building component and has been based on tnformation provided by the client. The designer dlsclatrns any rcspons@fity for damages as a resultof faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this idornation as it may relate to a spe- cClc project and accepts no responsibifty or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component in accordance writ ANSf/7PI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered amirnect or professional engineer). when reviewed for approval by the budding designer, the destgn loadings shown must be checked to be suit that the data shown are In agreement withthe local building codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes courprssbn chords (top or bottom) are conunu- ousty braced by sbeathtng unless otherwise specified.. where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of I(Y4Y o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A51M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabncatlon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's pLvu and to midire a continuing responsibility for such vert- lkatiat. Any discrepancies arc to be putin 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 beating. Con- nector plates shall be located onboth faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Skits (holes) run parallel to the plate length specified.. Double cuts on web members shall meet al the centroid of the webs unless otherwise shown. Connector plate sizes are ntmlmucn 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 floe retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Au baring and erection recommendations arc to dlin be followed in accordance with 'Hang instaWng & Bating". HIS-9 1. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses ina straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hamd- Iing Is essential and erection bracing 1a always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dwninoing. 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 design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bating is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Encl L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 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 DEFLECTIONr T= 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J 1 QTY:4 _=- =_ _====Joint Locations=====__________ =1) Oa=6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 6 0000 0-10-15 3� 4 31 89# 8.00" 25# 2.50" 1-1-9 13# 2. " e 1-1-8 (R1-1-7) CIL. 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports I'Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVfEDO.FL.32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAKNINW READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 CONTRACTOR. DsVw: TLY Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bating or similar bating TC Dead 7.0 psf DurFae - Pit: 1.25 - which is a part of the building design and which must be considered try the budding designer. Bracing shown Is for lateral support of truss members only to reduce bucking knob. Provisions must be BC [Ave 0.0 psf O.C.Spacing: 24.0" p made to anchor lateral bating atends and specifiedlocations determined by the building designer. Additional bracing of the wean structure may be g y requited. fleeHlB-9tor,Pn. BC Dead 10.0 psf Design Criteria: TPI g m.uss Plate Institute. TPI. Is located at 583 D•Gnofrto Drive, Madison, Wisconsin 53719). Code Desc: FLA. TOTAL 33.0 msf v-nb no n7_ i o-7Qo_ ii .r.n 1—. s,:ucc-wAWVffJUOMrnrdt/nnv RCS: 06.02,02 JB: SUNBURY H AC: 10# UPLIFT D WO: WE: DESIGN INFORMATION This design is for an Individual building component and has been based on fnfornatlon Provided by the client The designer disclaims any respons"ty 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 lnfortnatlon. as It may relate to a spe- cific project and accepts no responslbillty or exercises no control with rued to rabrtn- tion. handling, shipment and Installation or 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 enghncerl- When reviewed for approval by the building designer, the design loadingsshown must be checked to be sure that the data shown are inagreement with the local budding codes, brat climatic records for wind or snow bads, project specllicatbns or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or botion) are continu- ously bracedby sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgd ceding. they should be braced at a maxim rn spacing of 10-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahmnlzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- fkation.. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenirod of the webs unless otherwise shown. Connector plate sues are minimum stars 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 Inforroation on 9uality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB91. Trusses are to be handled with particular care during banding and bunding, 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 shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Iutallatbn between trusses to avoid toppling and dominoing. The supervision of erectionof trusses shall be under the control of persons experienced In. the Installation of lnnses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, 1- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Part L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 176# Support 2 66# Support 3 15# --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -3 0.02 TI: J2 = =Joint Locations=====___=______ _== =1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -66 TOP PIN 0- 1-12 88 32 -176 HOT PIN 1- 0- 4 21 0 -15 BOT H-ROLL � 1-1-8 1 2' 0-10-15 L 4 3 89# 3.50" 25# 2.500" L 1'1'9 1-1-8 25° 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 N0050065 1890 GREENBROOK CT.OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on thts 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 must be made to anchor lateral bracing at ends and specified locations determined by the bulking designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPd. (IYuss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison.. Wisconsin 53719). 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 scale = 1.5123 Truss ID: J2 Date: 6-11-02 DurFac - Pit: 1.25- O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CITF,E-L0KV08S1125MPH1SUNHV HC.S: 06.0202 I I I JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SU_NHV WE: TI: K ATY:1 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. spectflcallons 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 ape- ci is protect and accepts no responsibility or exercises no control with regard to fabnca- tbn. handling, shipment and Installation of trusses. This truss has been designed as an Individual building. component inaccordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When revkwed for approval by the building destgner. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. protect specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrtrsloes plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plata shall not be Installed over knotholes. knots or distorted grain. Members shad be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails 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" wick x 8" long. Slots (holes) nm pamlkl to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- lingand/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 axe to be followed In accordance with. -Handling Installing & Bracing'. H18-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. ition and for restating lateral form shall be designed and Installed by others. Careful ha.nd- Ung Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domUtotng. The supervision of erection of muses 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 b than the design ads 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 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft W- 21.0 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. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" Me - 1.00 i 4-3-15 0-4-3 1-1-9 (R1-1-7) � EXCEPT AS SH Maronda S 4005 MARO SANFORD,I- (407) 321-0064 Fa TOMAS PONCE LICENSE #0050068 Fax Uurgn: Malltz Analysts MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# TC...FORCE...CSI .BC ... FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 =_ ======Joint Locations=====___=______ 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ 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 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 k7-0-0 k7-0-Ilk 0 1 2 g 6 00 -6 0000 SC I I 21-0-0 11 10 9 8 il 1447# 8.00" 1447# 8.00n 21-0-0 OWN PLATES ARE TL20 GA TESTED R3ANSI/TPI 1-1995 09 430k WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: �/Ste111S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss I CONTRACTOR. Dsgur: Date: BRACING WARNING: DufFai N DA WAY Bradng shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing DufFa L. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing O.C. (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. Desig P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TP(l Muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Cade AEDOX1.32766 33.0 psf V:06.0 JOB PATH: CATEE-L0KV0BSI725MPH(SUNHV HCs- 06 TLY Chk: TC Live TC Dead BC Live BC Dead TOTAL, 16.0 psf 7.0 psf 0.0 psf 10.0 psf 1�(R1-1-7) = 0.2880 D: K 6-11-02 c - Pit: 1.25 _ Spacing: 24.0" n Criteria: TPI Desc: FLA 92.02 f I ' JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: L ATY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the went- The designer disclaim any responstbdKy for damages — a result of s faulty or incorrect Information. specifications anti/or designs furnished to the tnhss designer by the client and the correctness or accuracy of this Information as K may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance witt ANSI/M 1-19% and NDS-97 to be Incorporated as part of the bundling design by a Building Designer (registered architect or professlonai 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 tire local building codes. local wmatfc records for wind or snow bads, project specifications or special applied bads. Unless shown, taus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension an no fully braced laterally by a properly applied riod ceding, they should be braced at a maximum spacing of W-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped phranlzedsteel 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 fabrkatofs plans and to rmldze a continuing responsibility for such ven. fkatkm. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on bothfaces 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" long. A 6x8 plate Is 6" wile x 8' long. Slits (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the oentrofd of the webs unless otherwise shown.. Connector plate sizes are minimum siz<s based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricatedwith fire retardant treated lumber unless otherwise shown.. For additional inf.lon on Quality Control refer to ANSI/TPI I-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 bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Klon and for resisting lateral forces shall be designed and. Installed by others. Careful hand- Ung Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during InstaUatkm between trusses to avoid toppling and dombtoi ng. Tie supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to I— until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB - 1.15 5-3-15 0-4-3 T�r I MULTIPLE LOADS -- This design is the ccaQosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, 1- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W. 21.0 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 -1107 0.35 10- 9 952 0.39 2- 3 -896 0.26 9- 8 756 0.29 3- 4 -757 0.19 8- 7 952 0.40 4- 5 -893 0.27 5- 6 -1107 0.38 ===__ =====Joint Locations_______________ ==1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 21- 0- 0 4) 12- 0- 0 8) 12- 0- 0 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 744 60 -565 HOT PIN 20- 8- 0 744 0 -597 HOT H-ROLL 9_" k 3-0-0 k Ilk 9-0-0 1 2 I 5 6 0000 -6 00 4X8 4X6 21-0-0 10 9 8 745# 8.00" 745# 8.00" 1�1-7 (R1-1-7) I 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1"5 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OV1EDO.FL32766 WF►KNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, 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. Proviskm 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-9l of TPII. frruss Plate Institute, TPI. Is located at 583 D'Onofrb Drive. Madison. Wisconsin 53719). 4-10-3 0-4-3 119 scale = 0.2880 Eng. Job: WO: SLINRV Dwg: Truss ID: L Dsgur: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12786- 1 ��,•a,•- ,". --yrr, ivo rnln:(.:Iit,&4-Ur.UUB.Nil/4)MYHIJUNtlp HCS: 06.02.02 I I `JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: M QTY:5 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this wortmation as it may relate to a ape- cdic project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/'CPI 1-1995 sod NDS-97 to be incorporated as part of the building design by a Building Designer (registered architector professional engneed. When reviewed for approval by the building designer, the design loadmp shown must be checked to be sure that the data shown ate In agreement with the local building codes. local climatic records for wind or snow leads, project specifications or spectal applied bads. Unless shown. truss has not been designed for storage or occupancy leads. The design assumes compression chords (top or bottorrd are continu- ously braced by sheathing unless otherwise specified.. Where bottom chords in tension am not fully braced laterally by a property applied rlgld ceding, they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown.. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be in -tanned over knotholes, knots or distorted grain.. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on bothfaces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long. A 6c8 plate is 6" wide x 8" king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrodd of the webs unless otherwise shown. Connector plate sizes arc minlmum sizes based onthe 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 ird"tbn on Quality Control refer to ANSI/7PI 1.19% PRECAUTIONARY NOTES All bracing and erection recornmendations are to be followed in accordance with "Handling Installing. & Bracing'. HIB-91. Tresses are to be handled wtth particular ore during banding and bundhng, delivery and Installation to avoid damage. Temporary and permanentbracing for holding trusses in a straight and plumb pos- Klan and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is esse rtlat and erection bracing is always required. Normal precautionary action for trusses requires suchtemporary bracing during installation between trusses to avoid toppling and. dommobng. The supervislon of erection of trusses shall be under the control of persons experienced in the installation of tosses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads stall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tresses until after allfastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T--0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 6-0-15 0-4-3 MULTIPLE LOADS -- This design is the ===Joint Locations=====__________ , =0 =1)= composite result of multiple loads. 0- 0 4) 15- 5-12 7) 10- 6- 0 All COMPRESSION Chords are assumed to be 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 10- 6- 0 6) 21- 0- 0 Wind Case- ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Bld Type. Encl L. 40.0 ft W. 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN in INr zone, TCDL= 4.2 psf, BCDL= 6.0 psf 20- 8- 0 745 0 -581 BOT H-ROLL Impact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 10-6-0 10-6-0 1 2 4 5 4X6 21-"Ilk 8 7 745# 8.00" 745k 8.00" (RL-1-7) I re 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIIWI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK CT.OVIEDO.FL32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not ereetton bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HFB-91 of TPII- flYuss Plate Institute, TPI, is looted at 583 D'Onofrto Drive, Madison. Wisconsin 537 t9l. 5-7-3 0-4-3 T7� 1 11-9 scale = 0.2880 Eng. Job: , SLINHV Dwg: Truss ID: M Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 . BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 1270- 1 - •.��-�.cc-r.vnvvn.nuomrnmtrrvnv HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: N ATY:1 DESIGN INFORMATION TOP CHORDSt 2x4 SP #2 MULTIPLE LOADS -- This design is the =.==Joint Locations ............... al) Thb design b for an individual budding BOT CHORDS: 2x4 SP #2 composite result of na+T tiple loads. Oa 0- 0 3) 4- 2-15 component and has been based on Information WEBS:. 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 2-15 4) 0- 0- 0 provided by the client. The designer disclaims continuously braced unless noted otherwise. any mponsibWty for damages as a result of faulty or kncorrtrt Infaanalbn. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCB 7-98, C&C, V= 125aph, ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer Support 1 357# K. 21.0 ft, I= 1.00, Exp.Cat. B, Rat= 1.0 Uhifoxm PLF Frcm PLF TO by the client and the correctness oraccuracy Support 2 161# Bld Type. Part L. 40.0 ft W= 4.2 ft Truss TC Vert L+D 0 0- 0- 0 -25 4- 2-15 of this information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: in END Zone, TCDL= 4.2 psf, BCDL= 6.0 P psf BC Vert L+D 0 0- 0- 0 -OC 4- 2--- cak project and accepts no responsibility or conamlmethregard patrons- L/999 ---- MAR. REACTIONS PER BEARING LOCATION----- hes li icon. handling, shipment and Installation ef tionhandling.t L- 0.00" D- 0.00" T= 0.00" ..TC ..BC Uplift Y-Ieoc X-Loa Vert HOriZ Type trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -39 0.30 4- 3 0 0.25 0- 2- 8 24 134 -357 BOT PIN co individual building mponent in accordance with T- 0. 01" 4- 1- 2 51 0 -161 BOT H-ROLL ANSI/TPl 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as fart of the building design by a Building T- 0.011 Designer (registered architect or professional engineer). When reviewed for approval by the IM - 1.00 building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- 4-2-15 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords in tension are 1 2 notfully braced laterally by a property applied rigid ceding, they should be braced at a. maximum spacing of 10'-0" o.c. Connector�•24 plates shad be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A fi53. Grade 40, unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in cronfor ance with the fabricators plans and to realize a continuing responsibility for such verf- fkatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag net be installed over knotholes. 1-9-14 knots or distorted grain. Members shall be cut. for tight fitting wood to wood bearing. Con- 2-3-11 nectar plates shall be located on both faces of 0-3-14 the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x V king. A 6x8 plate is 6" wife x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web _ members shall meet at the centroid of the webs unless otherwise shown. Connector plate sites 3X4 are minimum sues based. on the forces shown 2X4 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 Information on Quality Control refer to ANSI/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed. In accordance with -Handling Installing & Bracing'. HIS-9 1. Trusses are to be handled with 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- Rion and for restating lateral forces stag be designed and installed by others. Careful hand- ling is essential and erection. bracing Is always required. Normal precautionary action for trusses requires such (emporaty W-Ang during installation between trusses to avoid toppling and domi notnt The supervision of erection of trusses shad be under the control of persons expetlenmd In the Installation of trusses. Pmfessional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and b—Ing Is completed. 1-6-2 4-2-15 F 11 4 3 25# 4.95" 51# 2.50" I (R1-6-0) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 4-2-15 WAKNING: READ ALL NOTES ON THIS SHEET. Mal'0nda systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. MAR, 4005 MARONDA WAY BRACING WARNING: SFL. 3 which a n on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing part of the building design and which must be considered by the budding designer. Bracing (407) 321-00" Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions most be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required.. (See HIB-9l of TPd. LICENSE #0050068 1890 GREFNBRUOK CT.OVIEDO.FL327r6 n'russ Plate institute, TPI, is located at 583 D'Onofrio Dnve. Madison. Wisconsin 53719). Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.9093 Truss ID: N Date: 6-11-02 DurFac - Pit: 1.25 O.C. Spacing: 24.00 Design Criteria: TPI Code Desc: FLA —egn.- mesru .tntayni JUn rAIH: f::l11:t-LVKUUHJ7/ZSMY1/UUNHV HCS, 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: O ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. g _ ....Joint Locations ............... al) This design is for an individual building B01 CHDRDS: 23c4 SP #2 MOLTIPLE LOADS -- This design is the 0- 6- 7 a 3) 3- 0- 0 component and has been based on information All COMPRESSION Chorus are assumed to be composite result of multiple loads. 2) 3- 0- 0 4) 0- 6- 7 provided byt� t. �s'�a',� It ho<"s for damages continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION----- faultyy or incur and/or r incorrectnishe a to the truss and/or designs furnished to the trues designer Wind Case- ASCE 7-98, CXC, V. 12 h, Smi7 supports. Interior bearinglocations should be marked on truss. Shim r wedge if X-Loc Vert 2-10-12 64 Horiz Uplift Y-Loc Type 83 by the client and the correctness or accuracy H. 21.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 necessary to achieve frill bearing. 0- 1-12 150 -171 TOP PIN 107 -307 BOT PIN of this information. as K may relate to a ape- Bld Type. Part L. 40.0 ft W. 3.0 ft Truss PRO1=9 UPLIFT CONN=ON PER SCHEDULE: 2-10-12 56 0 -48 HOT H-ROLL cfflc project and accepts no nespomsdr9fty or in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 1 307# exercises no control with regard to fabttca- Uon. handling, shipment. and installation of MAX LIVE LOAD DEFLECTION: Support 2 171# trusses. This truss has been designed as an L/999 Support 3 48# fnd*Wuai building component in accordance with L.-0.01" D- 0.00" T--0.01- ANSI/TPf 1-19%and NDS-97 to be tncorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC... FORCE ... FOR-3 as part of the building design by a Building Designer (registered architect or professional T= 0. 00" 0. 24..BC 1- 2 -28 0.24 4- 3 -3 0.19 0.19 engineer). when reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadings shown T- 0.001 must be checked to be sure that the data. shown are in agreement with the local building codes, RMB - 1.15 local climatic records for windor snow loads, project spec lkaliom or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or botto rd are contlnu- 3-0-0 ously braced by sheathing unlotherwise ess specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied rigid ailing they should be braced at a 6 maximum spacing of I Oy-(r o_c. Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach with (3) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing 1s in eonfon-and with the fabricators plans and to reallm a continuing responstbihty for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, 1-10-3 knots or distorted gain. Members shag be cut for tight fitting wood to wood bearing. Con- 2-3-15 erector plates shall be located on both races of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wale 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 0-4-3 members shag meet at the centrotd of the webs unless otherwise shown. Connector plate sizes �— Attach with are mm inimusizes based on the forces shown 3X4 tort Toe-Nailsl) and may need to be increasedfor certain hand- ling and/or erect.i sttesaes. This trussB trot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES A➢ bracing and erection recommendations are to be followed in accordance with "Handling Installing &. Bracing'. H)B-9I. '[cusses 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- Won and for restating lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Nornal precautionary action for trusses requires such temporary bracing daring Installation between trusses, to avoid toppling and dommoing The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Profesalonal advice shag be sought if needed. concentratian of constrrctdon loads greater than the design loads shaltnot be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to rinses until after all. fastening and bracing K completed. 3-0-0 r 1 4 3 150N 3.50" 65# 2.50" L 1-1-9 3-0-0 � ► 57# 2450- 0 j" (Rl'1'C/L:2-I10.12 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 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 Jl005W68 18900REENBROOK Cr.OVIEDO.FL32766 scale = 0."28 WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. lob: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: O CONTRACTOR. Dsgar: TLY Chk: Date: 6-11-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shownon this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25. which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.Orr p me9� made to anchor lateral bracing at ends and spmddcd locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPn. BC Dead 10.0 psf Design Criteria: TPI 9 mesa Plate institute. TPI. is located at 593 D-ono(rb Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12791- 2 ........ ova —1— t,:n1cc-"/AVVW1i47MFHQ101Vt1V HCS: 06,02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: P ATY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications aid/or designs furnished to the truss designer by the client and the correctness or accuracy of this mfornsui n as It may relate to a. spe- cJBc project and accepts no responsibility or exercises no control with mgu l W fabrlca- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance witt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the designloadings shown must be checked to be sure that the data shown are in ageement wtth the local building cotes. localch matic records for wind or snow bads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanked steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to resale a continuing responsthil ty for such verl- tkation. 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 hearing. Con- nector plates shall be located on both faces of the thus with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall in 4 at the centroid of the webs unless otherwise shown. Connector plate sizes are m ammlmn 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 inforutbn on Quality Control refer to ANSirM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb Pais - Plan and for mesisting lateral forces shag be designed and Installed by others. Cam(W hand- ling is essential and erectionbracing is always required. Normal precautionary action for trusses requires such temporary bracing duriq Installation bebveen muses to avoid toppling and dommolr& The supervision of erection of trusses shall be under the control of persons expenenced In the installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 3 design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maxitmmi reactions and proper PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 388# Support 2 211# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.00 0-4-3 3-6-3 MULTIPLE LOADS -- This design is the coalposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. Sad verticals that are extended abave/below Wind Case- ASCB 7-98, C&C, V- 125aph, H= 21.0 ft, i- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Part L= 40.0 ft W- 8.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -524 0.19 6- 5 460 0.14 2- 3 0 0.31 5- 4 469 0.20 _ _ _ ---Joint Locations=====__________. =1==- 0- 0 3) 8- 0- 0 5) 3- 0- 0 2) 3- 0- 0 4) 8- 0- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 3- 0- 0 TC Vert L+D -54 3- 0- 0 -54 8- 0- 0 BC Vert L+D -20 0- 0- 0 -20 3- 0- 0 BC Vert L+D -23 3- 0- 0 -23 8- 0- 0 Concentrated LBS Location BC Vert L+D -51 3- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 365 0 -388 BOT PIN 7- 8- 0 324 0 -211 BOT H-ROLL 3-" kg_0.0 Ilk 11 3 6.00 4X8 3X4 1-8-0 0-7-4 7-4-12 6 5 1 366# 3.50" 325# 8.00" 1-1-9 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSI/TPI 1 1995 scale = 0.5977 Maronda Systems 4005 MARONDA WAY SANFOR.D, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1890 GREENBROOR CT.OVIEDO.FL32766 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection braciryt, wind bra.. mg, 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 member only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bulldog designer. Additional bracing of the overall structure may be required. (Sec HIB-91 of TP0. (Truss Plate Institute. M. is located at 583 D'Onefrlo Drive, Madison, Wisconsin 53719). Eng. Job: WO: SUNHV Dwg: Truss ID: P Dsgar: TLY Cbk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 prof O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V• &02.02- 1271?4- 2 •-�••a^• ,••••�••- ,,.....,,.. mama rnr n: a.: JcZ-[.art VVtn3u17MFHW NHP HCS. 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: Ti: U QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = ==_ ====Joint Locations= ---- == .... = , This design is foran individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. =1) 0 0- 0 5) 23- 1- 1 9) 16-10- 8 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 provided .bythe dffor damages disclaims continuous) braced unless toted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 arty responsibility for damages as a result of Y faulty or Incorrectmrormatfon.specificattons PROVIDE UPLIFT CONNECTION PER SCBSDQL6r wind Case- ASCE 7-98, C&C, V. 125uph, 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 and/or designs furnished to the truss designer Support 1 764# H. 21.0 ft, I= 1.00, Exp.Cat. B, &zt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclwttandthecorrectness,oraccuracy Support 2 803# Bld Type. Encl L- 40.0 ft W. 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may relate to a ape- MAX LIVE LOAD DEFLECTION: in INP zone, TCDL= 4.2 psf, BCDL- 6.0 psf 0- 1-12 1041 77 -764 BOT PIN cific project and accepts no responsibility or L/999 exercises no control with regard to fabrics- Impact Resistant Covering and/or Glazing Req 29-10- 4 1041 0 -803 BOT H-ROLL tun, handling, shipment and installation of L=-0.25" D=-0.26" T=-0.51" trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component maccordance with T- 0.37" 1- 2 -3229 0.60 12-11 2925 0.70 ANSI/TPI I.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -2456 0.56 11-10 2925 0.68 as part of the building design by a Building T. 0.18 ". Designer (registered architect or professional 3- 4 -2156 0.43 10- 9 2158 0.47 enginecrl. When reviewed for approval by the RMSB = 1.15 4- 5 -2455 0.56 9- 8 2925 0.68 building designer. the design loadings shown 5- 6 -3229 0.61 8- 7 2925 0.70 most be checked to be sun that the data shown are In agreement with the local building codes. Mot climatic records for wind or snow loads. project specifications or special applied bads. Unless she . truss has notbeen designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. When bettmn chords in tension an not fully braced Laterally by. property applied rigid ceflh4 they should be braced at a maxtrnum spacing of 10'-0' o.c. Connector plates sham be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 13-0-0 4-0-0 13-0-0 Grade 40. unless otherwise shown. 1 2 5 6 FABRICATION NOTES F-6- 00 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in SX6 SX6 conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members sham be cut for tight Idling wood to wood bearing. Con- nector plates sham be located on both faces or 3X4 3X4 the truss wtth nails fully Imbedded and shad be sym. about thejolnt unless otherwise shown. A 7-3-IS Sx4 plate is 5" wide x 4" long. A 6x8 plate is 6" 6-10-3 wide x 8• long. slots (holes) run parallel to 6X12 6X12 the plate length specified. Double cuts on web members sham meet at the cenuold of the webs ' unless otherwise shown. Connector plate sizes 0-4-3 2Xq 2X4 0-4-3 am minimum sins based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be nicated calm fin retardant treated lumberr unless otherwise shown. For additional 3X6 3-2 Information on Quality Control refer to 3X6 ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations am to be followed In accordance with ..Handling Installing R Bracing", HIB-91. Trusses are to be handled with particular ore during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding tresses In a straight and plumb pos- Won and for resisting Lateral forces shall be designed and Installed by others. Careful hand - it" Is essential and erection bracing is always requied. Normal precautionary action for hisses requites such temporary bracing during budallation between trusses to avoid toppling and dominofng. The supervision 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 bads greater than the design bads sham not be applied to trusses at any time. No loads other than the weight of the erectors sham be applied to tresses until after all fastening and bracing is completed. 3.00 I 03 L 3.00 12-10-0 3-9-0 12-10-0 11 8 I 1-1-1042# 3.50" 1042N 3.50" - 30-0-0 L 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2077 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m this drawing is not erection bracing,. wind bracing. portal bracing or slrntiar bracing which Is a part of the building design and which must be consideredby the budding. designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisionm ust 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). rrruss Plate Institute. TPI, is looted at 583 D'Onofro Drive. Madison. Wsconsln 53719). Eng. Job: WO: SUNHV Dwg: Truss ID: U Dsgnr: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbc 1.25 TC Dead 7.0 psf DurFOc - 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 i06.02.02- 12795- 2 ...o r.rrr,. a.rucc-w-ValloMr UuNtiv TICS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: V ATY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclabns any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished W the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project andaccepts no responslbWty or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance wmh ANSirM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registeredarchitect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow, bads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chants in tension are not tufty braced laterally by a properly applied rigid telling. they should be braced at a maximum spacing of 1O'-0' o.c. Connector plates shag be manufactured from 20 gauge hot dipped gahranlzed 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 confornun- with the fabricator's plans and to realtrx a continuing resporufbility for such veri- fication. Any 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 flitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' k ng. A 6x8 plate is 6' wide x W long. Slots (holes) run parallel to the plate length. specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes m based on the forshown and may need to be Increased for certain Fund- (tng and/or erection stresses. Thus truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on. Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed in accordance, with -Handling Installing& Bracbng'. HIS-9 t. Trusses are to be handled with particular care during handing and bundling, delivery and. Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mon and for reststing lateral form shall be designedand installed by others. Careful hand- fing Is essentialand erection bracing is always required. Normalprecautionary action for trusses requires such temporary bradq daring installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought d needed. Concentration of construction loads greater than the design toads 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 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLEMON: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB - 1.15 6-3-15 0-4-3 T�7 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125uph, H. 21.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 30.0 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 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 _ Joint Locations =======........ =1)==0==== 0==0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 HOT PIN 29-10- 4 1041 0 -818 HOT H-ROLL 11-0-0 8-0-0 11-0-0 1 2 4 6 7 6 0000 �00 3.00 I 5X6 3X4 5X6 3.00 5-10-3 0-4-3 0-3-8 _ �0-38 10-10-0 7-9-0 10-10-0 113 12 11 9 1-1-9-9 1042# 3.50" 1042# 3.50" � (RI-1-7) 30-" 1.1-9 (R1-1- 7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.2077 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 In90 OREENWWOK Cr.OVIEDO.M3276 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 struliar 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 bmctng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. ff russ Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 5371% Eng. Job: WO: SUNHV Dwg: Truss ID: V Dsgur: TLY Chk: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbc 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25. BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02-02- 1274- 2 uaign: mdrix Analysis !UH PAIH: C:iTEE-LOKUOSSIIZSMPH(SUNHV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: W QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = ====Joint Locations ====........... This design is for an. Individual budding BUT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)f=0 0- 0 5) 21- 0- 0 9) 20-10- 8 component and has been based on Info:matron WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 provided by the client. The designer disclaims anyresponsibilityIncmtllty for damages as"'snug 2x4 SP #2 3,5 continuouslybraced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 ' fauky or incorect (tnfornntbn. specifications Wind Case- ASSCE 7-98, C&C, V- 12 5mghr 4 IS- 0- 0 8) 30- 0- 0 ) 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H21.0 ft, I- 1.00, EXp.Cat. B, Rzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the coreaccuracy support 1 781# Bid Type. Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Lac Type of this information as it may relate to a spe- Support 2 819# in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 0- 1-12 1042 92 -781 BOT PIN odic project and accepts no responsibdlty or MAX LIVE LOAD DEFLECTION: Impact Resistant Cover' lAg and/or Glazing Req 29-10- 4 1042 0 -819 B(TP H-ROLL exercises no control with regard to fabrica- L�999 tion, handling, shipment and Installation of trusses. This truss has been designed as an L=-0.30" D=-0.31" T=-0.60" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSI/7vi 1-19%and NDS-97 to be incorporated T- 0.38" 2- 3 -2946 0.54 11-10 2629 0.59 as part of the budding design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 - 3163 0.56 10- 9 2629 0.59 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.19" 4- 5 -3163 0.56 9- 8 2955 0.76 building designer. the design loadings shown RMB = 115 5- 6 -2945 O. 55 must be checked to be sure that the data shown . 6- 7 -3246 0.68 ate in agreement with the local budding codes. Localclimatic records for wind or snow loads, project specifications or specialapplied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes conpres ilon chords (top or bott.orW are contrru- ously braced by sheathing unless otherwise specified. Where bottom Chords in tension are not fully bracedlaterally by a. properly applied rigid ceding. they should be braced at a maximum spacing of l0'-0" o.c. Connector plates shad be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance withthe fabriratot's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be 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 bath 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" long. A 6x8 pate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified.. Double cuts on web members shad meet at the centrdd of the webs unless otherwise shown. Connector plate sires are Tmftnum size based on the forces shown. and may need to be nicreased 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 Infomratkm on Quality Control refer to ANSI/TPI I-19% PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing". HID-9 I. Trusses, are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent tracing for holding trusses In a straight and plumb pos- dlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normalprecautionary action for trusses tequlres such temporary bracing during Installation between trusses to avoid toppling and dombronrg. The supervision of erection of tnrsses shall be under the control of persons experienced In the InsWtatlon of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the welghl of the erectors shalt be applied to Wawa until after all fastening and bracing is completed. 4-0-0 k 12-0-0 k 9-0-0 Ilk 1 2 4 6 Q 1 5-3-15 0-4-3 Tr� I 3.00 0-3-8 5X6 2X4 5X6 3.00 4-10-3 0-4-3 F 8-10-0 11-9-0 8-10-0 �1 11 10 I 1-1-9 1042# 3.50" 1042# 3.50" 30-0-0 i-1-9 (RI-1-7) i® (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.2077 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownon this drawing is no erection bracing, wind bracin& portal bracing or stmilar bracing which is a part of the building deign and which must be considered by the butidtng designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anther lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall. structute may be required. (See HIB-91 of TPB. (Truss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 537I91. Eng. Job: WO: SUNHV Dwg: Truss ID: W Dsgur: TLY Chet: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 - BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12800- 2 Veiign. Marrtt Armfy:ia JOB PAfff: CA EE-LOKVOBSij25MPHISUNI/1' HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: X ATY:2 DESIGN INFORMATION TOP CHORDS. 2x4 SP #1 D MULTIPLE LOADS -- This design is the ---Joint Locations=====__=____-_: This Thdesign is for an mdMdual budding 2x8 SP #1 D 2,3 composite result of multiple loads. 1)--0- Oa 0 5) 30- 0- 0 9) 5- 3- 0 component and has been based on Information BOT CHORDS: 2x6 SP #1 D All COMPRESSION Cbords are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 provided by the chent. The deslgner disclaims any responsibility for damages as a result of yPSBB; 2x4 SP #3 continuously braced unless noted otherwise. 3) IS- 0- 0 7) 24- 9- 0 faulty ortnw Infomwtion.speciftcations 2x4 SP #2 2, 4 Design base d on 2-ply laminated Bot chord. 4) 25- 0- 0 8) 15- 0- 0 and/or designs furnished to the truss designer 2-PLY TRUSS 1 fasten w/3 "R 0.120" nails in End verticals designed for axial loads only. by the client and the correctness or accuracy staggered pattern per nailing schedule: End verticals that are extended above /below ------------ TOTAL DESIGN LOADS ------------ of this Information as it may relate to a spe- TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Wind Case- ASCE 7-98, C&C, V. 125mph, Uniform PLF From PLF To cific p"- and accepts no responsibility or exerctsesnomntmlwithregardtotabrica- Distribute loads 1 to each 1 equally ply. H- 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 ton, handling shipment and Installation of Bld Type. Encl L. 40.0 ft W= 30.0 ft Truss TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 trusses. This truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 Individual building component in accordance with Support 1 766# Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 ANSI/TPI 1-1995 and NDS-97 to be incorporated Support 2 766# BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 as part of the building design by a Budding Designer (registered arcttilectorprofessional MAX LIVE LOAD DEFLECTION: -.TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 engmeerl. When reviewed for apprmal try the L/707 at JOINT # 8 1- 2 -6390 0.22 10- 9 5873 0.33 Concentrated LBS Location budding designer. the design loadings shown L=-0.50" D=-0.51" T=-1.01" 2- 3 -10679 0.51 9- 8 6405 0.54 BC Vert L+D -195 5- 0- 0 must be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -10679 0.51 8- 7 6407 0.54 BC Vert L+D -195 25- 0- 0 art magreement with the local building codes. localdlmatic records for wind or snow loads. T= 0.29" MAK BORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -6391 0.22 7- 6 5874 0.33 ----MAX. REACTIONS PER BEARING LOCATION----- protect specifications or special applied bads. T- 0.14" R-Low Vert HOriz Uplift Y-I,oc Type Unless shown. truss has not been designed for 0- 1-12 1684 0 -766 BOT PIN .image or occupancy loads. The design assumes g� = 1.00 29-10- 4 1685 0 -766 BOT H-ROLL compression chords (top or bo(tom) are continu- ousty braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly aPPb'ed rigid ceding. they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AST M A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to -dy that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such vent- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shallbe cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym.. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4• long A 6x8 plate is 6' wide x 8- long. Slots [hole) run parallel to the plate length. specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1996 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing. HIB-91. Trusses are to be handled with particular care during banding and bunditng, delivery and installation to avoid damage. Temporary and permanent bracing for hot ling trusses in a straight and plumb pw- ttion and for resisting lateral forces shadbe designed and Installed by others. Careful hand- Itng Is essential and erection bracing is always required. Normal precautionary action for tnisses requires such temporary bracing daring Installation between trusses to avold toppling and domlroing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shaft be sought if needed. Concentration of construction bads greater than the deign loads shad not be applied to trusses at any lime. No loads other than the -lot of the erectors shall be applied to trusses Mid after all fastening and bracing is compleV d. 2-PLYS REQUIRED 5-0-0 20-0-0 5-0-0 1 3 5 -6 8X10 10X10 RX10 T 0.4-3 2-10-3 3.00 � 3.00 0 nZa ���If�lj���� 4-11-8 �1 19-6-0 4-11-8 8 I 1685# 3.50" 1685# 3.50" 11-1-9 -9 1. (R1-1-7) 30-0-0 1 1-1-9 EXCEPT AS SHOWN PLATES ARE 10 GA TESTED PER ANSI/TPI 1-1995 196fY l (R1 scale = 0.2 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SLINHV aronda S)/StC't11S LM ll A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D nr. Truss ID: X CONTRACTOR. BRACING WARNING: g TLY Chk: Date: 6-11-02 4005 MARONDA WAY TC Live 16.0 Psf DurFac - Lbr 1.25 SANFORD, FL. 32771 Bracing shown o i 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. Bmcung for lateral TC Dead BC Live 7.0 0.0 psf DurFae - Pit: 1.25 - O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shownis support of cuss members only to reduce buckling knob. Pr tKl .. must be made to anchor lateral bracing at ends and specified locations detemnined by the budding designer. Additional bracing of the werad structure may be required, (Sm HlB-g l o<TPI). BC Dead 10.0 psf PS f Design Criteria.: TPI LICENSE #0050068 rI'russ Plate Institute, TPI- is located at 583 D'Onofrto Drive, Madison. Wisconsin 537191. Code Desc: FLA 1890 GREENBROOK Cr.OVIEDOT1.32766 0 1 TOTAL 33.0 _ psf V:06.02.02- 12802- 2 uesrgn.- nrrarrzr nnarysus JUn ruin: CIIlt.t.-id7AVUBSIIZ7MPHiSUNHV HCS: 06.02,02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: Y ATY:2 DESIGN INFORMATION TOP CHORDS: 2X4 SP #2 MULTIPLE LOADS -- This design is the = >sr===Joint Locations=.=s==.-____.__ al) a=O- This design is far an individual building BOT CHORDS: 2X4 SP #2 composite result of multiple loads. 0- 0 3) 7- 0-14 component and has been based on information WEBS: 2X4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 0-14 4) 0- 0- 0 providedby the client. The designer disclaans any responsibility for damages as a mum of Shim or wedge if necessary to achieve full continuous) braced unless noted otherwise. y faulty or inconea infomnatwn. specifications bearing - Wind Case- ASCE 7 - 98 , C&C, V. 125mph, - - - - - - - - - - - - TOTAL DESIGN LOADS and/or designs furnished to the truas designer H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 uniform PLF From PLF To by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Eacl L. 40.0 ft W- 7.1 ft Truss TC Vert L+D 0 0- 0- 0 -56 7- 0-14 of this Information as R may relate to a spe- Support 1 512# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 'Glazing BC Vert L+D 0 0- 0- 0 -24 7- 0-14 eHk project and accepts m responsibility or exercises no control with regard to fabrtm-ll7g Support 2 266# Impact Resistant Cover' and/orlug ReQ - - - -MAX. REACTIONS PER HEARING, LOCATION- - - - - tlorn. handling, shipment. and Installation of PROVIDE HORIZONTAL CONNECTION PER SCIEDULB : X-Ltx Vert HOriz Uplift Y-LOC Type trusses. This thus has been designed as an Support 1 226# .. TC... FORCE... CSI ..BC ... FORCE ... CSI 0- 2- 8 94 226 -512 BOT PIN individual building component Inaccordance with MAX LIVE LOAD DEFLECTION: 1- 2 -64 0.85 4- 3 -12 0.73 6-11- 1 193 0 -266 HOT H-ROLL ANSI/TPI I-I995 and NDS-97 to be incorporated L/999 as part of the building design by a Building L=-0. 04" D= 0. 00" T=-0. 04" Designer (registered sewed f or professional engineer). When reviewed for approval by rite MAX HORIZONTAL TOTAL LOAD DEFLECTION: building designer, the design loadings shown T. 0. 09" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: arc in agreement with the local building codes. T= 0. 09 " local climatic records for wind or snow loads. project specifications or special applied bads. RMB 1.00 Unless shown. thus has not been designed for storage or occupancy bads. The design assumes; compression chords (top or bottomd are contlnu- 7-0-14 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension are 1 2 not fully braced laterally by a property applied rigid ceiling. they should be braced at a. �24 maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot galvanizeddipped steel meeting ASI'M A �3. Grade 40, unless otherwise shown. FABRICATION NOTES 2X Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Isin conformance with the fabricators plans and to 1-7-13 realize a continuing responsibility for such vert- fkatbn. AW discrepancies arc 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 wood to wood bearing. Con- 3-3-11 hector plates shall be located on bah faces of the truss with nalLs fully imbedded and shall be 2X4 sym. about the joint unless otherwise shown. A 0-3-15 5x4 plate is 5` wide x 4• long, A 6z8 plate isB- wide x 8- long. Slots (hoks) run paralkl to the length specified. Double 1-2-2 plate cuts he web members meet shall at the ttd ntroof 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- 3X4 UMand/or erection stresses. This truss Is not to be fabricated wmh fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7Pi 1-1995 PRECAUTIONARY NOTES A8 bracing anderection recommendations are to be followed in accordance with 'Handling installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundlingdelivery and installation to avoid damage. Ternporary and permartent bracing for holding trusses in a straight and plmnb pos- ition and for resisting lateral forces shag be designed and installed by others. Careful hand- Itng Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing duAM Installation between trusses to avoid toppling and domtnotng. The supervision of erection of trusses shall be under the control of persoru experienced in the butallationof trusses. Professional advice shall be sought If needed Corcerntration of construction bads greater than the design loads shall not be applied to Wears at any time. No Loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. 2.12J 0-4-15 1 6-7-15 4 3 95# 4.95" 193# 2.50" ` 1-6-2 740-14 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.6346 �-- WARNING: READ ALL NOTES ON THIS SHEET. EnS• Job: WO: SUNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY TIC live 16.0 psf DufFae - Lbf: 1.25 SANFORD, FL. 32771 (407) 321-0064 Fax 321-3913 Bracing shown onthis 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. Braising shown Is for lateral support of truss TIC Dead BC Live 7.0 0.0 psf DurFae - Pit: 1.^2,5 . O.C. acing: 24.0" (407) members only to reduce buckling Length. Provistons must be PSf TOMAS PONCE P.E. nude to anchor lateral bracing at ends and specifiedlocations detemuned by the budding designer. Additional bracing of the overall structure may be required. (See H16-9I of TP:i. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 Muss Plate Institute. TPI, Islocated at 583 D'O nofno Drive. Madison. Wisconsin 537191- Code Desc: FLA 1890 GREENBRrroR Cr.ovteoo.M32768 E TOTAL 33.0 psf V:06.02.02- 1280d- 3 �Ws•• ,,,—y— 4vo rnnn: t.atCC-LUAUVU31/OMPHWUNHp HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a mutt of faulty or Incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this bdormation as It may relate to a spe- clllc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling,shipment and Installation of trusses. This truss has been designedas an Individual building component in accordance will ANSI/7P1 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 bufkfing designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building code.. local climatic records for wind or snow toads. project specifications or special applied loads. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes co mmpression chords (top or bottom? are —unu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bead laterally by a property applied rigid ceding. they should be braced ata maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvudud steel. meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fkatton. Any discrepancies are to be put in writing before cutting or fabrcation. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting woodto wood bearing. Con- nector plates shall be located on bothfaces of the truss with nails fully imbedded and shallbe sym. about the. joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 6" long. Slots (holes) rim parallel to the plate length specified. Doubk arts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate stars are minimum sties based on the forms 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 tinted lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bractng, HIS-9 1. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pennanenl bracing for holding trusses In a straight and plumb pos- Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing B always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topper and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shalt be sought if needed. Concentration of construction loads greater than the design loads stall not be applied to trusses at any Isom, No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/684 at Mid -panel # 1 L=-0.09" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" IMB - 1.15 3-3-15 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, CBC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSZ .BC ... FORCE ... CSI 1- 2 -49 0.63 4- 3 -27 0.48 TI: Z ATY:I I == ===Joint Locations ====== ....... __ , 1) =9 15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 ----MAX. REACTIONS PER BEARING LOG►TICK----- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL 5-0-0 Ilk 1 1 2 6 0000 3.00 j 0-3-8 4-8-8 Ilk 4 215N 3.50" 108# 2.50" 1-1-9 e 5-0-0 59rY Z}50 " (Rm-7) T EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1"5 Over 3 Supports C/L: 4-10-12 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mar& Analysis VWAKNINU: 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.. ProMitms 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 H113-91 of iPq. truss Plate Institute. 7P1, is located at 583 D'Onofrio Drive. Madison, Wisconsin 5371% JOB PATH: CATEE-L0KU08S1125MPHISUNHV Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6314 Eng. Job: Dwg: Dsgur: TLY Chk: WO: SILINHV Truss ID: Z Date: 6-1 1-02 TC Live 16.0 psf DurFac - Lbr 1.25 TC Dead 7.0 psf DufFac -Pit: 1.25 - BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:05-3 HCS: 06.02.02 JB: SUNBURY H AC:.10# UPLIFT D.L. DESIGN INFORMATION This design is for an bdlvldual budding component een and has bbased oninformation provided by the client. The designer disclaims any responsibility for damages o9 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- ct le project and accepts no responsibility, or em-I. s m coatroi with mg-d to fabrica- tim handling, shipment and installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NOS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When mvlewed for approval by the building designer. the design Imadbigs 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 specNrationsor special applied loads. Unless shown, tress has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu. ously braced by sheathing unless otherwise specified. where batten chords in tension are not fully braced laterally by a properly applied rigid ceiling- they should be braced at a maximum spacing of la-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaivanixed steel meeting ASrM A 653. Grade 40. unless otherwise atoawn- FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is m conformance with the fabrcator's plans and to mallet a continuing responsibility for such verl- Bmtion. Any discrepancies are to be put to writing before cutting or fabrmtio . Plates shad not be installed over knotholes. knots m distorted gram. Members shall be cut for tight RtUng wood to wood bearing. Con- nector plates shah be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' ling. A 6x8 plate is 6' wide x e- long. Slats mall run parallel to the plate length specified. Double cuts on web members shall meet at the cenhoid of the webs unless otherwise shown. Connector plate slur —minimum sues based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lanber unless otberwse 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 R. Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avow. damage. Temporary and permanent bracing for holding troves to a straight and plumb pos- Mon and for reasung lateral forces shall be designed and installed by others. Careful hand- ling Is essentlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between hussrs to avoid toppling and dominoing. The supervision of erection of h,usses shad be under the control or persons experienced m the lrutallatlon or tn,ssea. Professional advice stall be sought If needed. Concentration of construction loads greater than the design bads stall not be applied to trusses at any time. No toads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# 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 14.11 T 0-4-5 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I. 1.00, Exp.Cat. B, ICzt 1.0 Bld Type. Encl L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 QTYA =_=== J=____ oint Locations=====_==== 1) 0 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BolT PIN 1- 0- 4 12 0 -6 BOT R-ROLL 1 2' 6.00 0-8-9 0-2-8 3.00 J a3-8 0-10-0 4 3 89# 3.501r 25# 2.50" 1-1-9 13# 2. n 1-1-8 C/L: 1 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 Over 3 Supports Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAItN1114i: READ ALL NOTES ON THIS SHEET. Eng. Jab: UNHV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z1 CONTRACTOR. Dsgur: TLY Chit: Date: 6-11-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, post bracing or similar bracing which is a pert of the budding design and which most be wnsldered by the budding designer. TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. Bracing shown s for bteral support of truss members only to reduce buckling length. Provt,d made to anchor lateral bracing at ends and specified locations by the buldding designer. Addts must be g [loraf bracing the BC Live BC Dead 0.0 psf O.C. Spacing: 24.0" 'Design Criteria: TPI LICENSE #0050068 Overall structure may be required. (See HIB-9I of Tpq rrr,sa Plate tustKme. TPI. is located at W D'Onofro Drive. Madbor. Wisconsin 537191. 10.0 psf. Code Desc: FLA 1890 OREENBROOK OT MEDOXL32766 TOTAL 33.0 psf V:06.02. 2- 128 6-� Design: Mavtr Anafysis JOB PATH: C:17EE-L0KU08S 125MPHISUNHV HCS. 06-02.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information Provided by the client- The designer disclaims any responslbltlty for damages as a result of faulty or Incorrect information. spectffcatirm 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 prolect and accepts no responsibility or exercises no control with regard to fabrica- eon. handling. shipment and Installation of trusses. This truss has been designed as an truthidual budding component In accordance with ANS1/TPl 1-199.5 and NDS-97 to be incorporated as part of the building design by a Building Designer tregistered amhltea or professional englneerl. When reviewed for approval by the budding designer. the design badengs shown must be checked to be sure that the data shown are in agreement with the local building coda. local citmatic records for windor snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are cottfnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a. properly applied rigidceiling. they should be braced at a mabmmum spacing of 10'-0- o.c. Connector plates shall be manufactured from 21D gauge hot dipped galvantted steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication. the fabricator shall review this dmwtng to verify that this drawing is In conformance with the fabricator's plans and to malire a continuing responsibility for such ven- ftcanon- 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 far tight ➢tang wood to wood bearing. Con- nector plates shall be located cam 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- brag. Sots (holed run parallel to the plate length specified. Double cuts on web :members shau meet at the eerrhold of the webs unless otherwise shown. Corncc plate sires are minimum stun based on the forces shown and may need to be Increased for certain hand- Ifing and/or erection stresses. This truss is not to be fabricated with fat retardant treated lumber unless otherwise shown. For additional Information oa Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and election recommendations art to be followed In accordance -nth -Handling Installing & Bracing'. HIB-9I. Trusses are to be handled with particular care during banding and bundlint delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Kbn and for resisting lateral forces shall be designed and btstalled by others. Cardin hand- kng Is essential and erection bracing is always required. Normal precautionary action for busses requires such temporary bra" during msfanatlon between trusses to avoid toppling lnd donlnotng 7fie supervision of erection of fusses shall be under the control of persons 7cpertenced In the Installation of trusses. 3miessional advltt shall be sought If needed. :oncentratou n of construction loads greater han the design bads shall not be applied to noses at any time. No loads other than the weight of the erect.. shall be applied to Hisses tint➢ after all fastening and bracing s conpleted. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1. 1-5 2-4-11 0-4-3 WO: SUNHV Analysis based on simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, Ins 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Easel L- 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTYA ==== ===Joint Locations=====__=__=_= 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-31 -38 3- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL, 3-1-8 1 2 0 1-2-7 0-8-8 1 Attach w'th (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails _3.00 1 0-3-8 14 2-10-0 4 199# 3.50" 1-1-9 3 115# 2.50" I(�-- a 3-1-8 (Ei1-1-7) 65# 21,501, EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 C/L: -0-4 Over 3 Supports scale = 0.8792 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNHV MarOnda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg- Truss ID: Z2 =� CONTRACTOR. Dsgur: TLY Chk: Date: 6-11-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbc 1.25 SANFORU, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing is not erection bracing. wind bracing portal bracing or similar bracing widen is a pan. of the budding design and which. must Fx considered try the building designer. Bracing sho"^h Li for lateral support of truss TC Dead 7.0 Psi DurFaC - Pit: 1.25 TOMAS PONCE P.E. members only to reduce buckling length. Prm-bons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltfonal bradng of the overall structure may be required. (See 111E-91 BC Live BC Dead 0.0 psf 10.o O.C. Spacing: 24.0" Design Criteria: TPI LICENSE//0050068 I"0OREENBt' ROOK (-.OVIEDO.FL32766 of TPIJ ruins plate Institute. TFI. Islocated at 583 D'Ooofrio Drive. Madison. Wisconsin 537191. psf Code DeSC: FLA Deign: Mmrit Analysis JOB PATH: C: 1TEE-L0KU0851225MPH1SUNHV TOTAL 33.0 psf V:06.02.02- 12807- 3 HCS: 06.01:02 N DESIGN INFORMATION This design Is for an individual building component and has been based on INonnatbn Provided by the client- The designer dtscialms any responsibility for damages as a mull of Faulty or Incorrect infomlation. spect(ications 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 IA (abrica- tion, handling. shipment and installation of trusses. This truss has been designed as an indMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer), when reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. pr-jject specifications or special applied loads. U:rkss shown, (suss has not been designed for storage or occupancy loads, The design assumes compression chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified. When bottom chords in tension an not rutty 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 gakani-d steel meeting ASTM A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrication. the fabricator shad reviewthis drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ven- ficatdon. Any discrepancies an to be put in writing before cutting or fabrication. Ptates stall not be Installed over knothotes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both laces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown, A. 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown- Com actor plate sues arc minfmnum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss I. to b fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/Tpl 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -Handling Installing & Brachmg', iff"1. Trusses arc to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and Permanent bracing for holding trusses in a straight and plumb pos- (ton and for restating lateral forces shall be designed and installed by others. Careful hand- ling k essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional. advice shall be sought if needed. Corr enlratlon o(construdton loads greater than the design bads shall not be applied to trusses at any time. No beds other than the weight of the erectors shad be applied to trusses until after all fastening andbracing is completed, JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 797# Support 2 779# MAX LIVE LOAD DEFLECTION: L/859 at JOINT # 4 L=-0.41" D=-0.42" T=-0.83" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB = 1.15 r 6.60 T 4-3-15 04-3 14 I 3.00 1 0-3 WO: WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125nph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI 1- 2 -3239 0.63 2- 3 -3152 0.51 3- 4 -4083 0.90 4- 5 -4083 0.90 5- 6 -3152 0.51 6- 7 -3239 0.62 ..BC...FORCE...CSI 12-11 2933 0.67 11-10 2840 0.71 10- 9 2839 0.71 9- 8 2933 0.67 TI: Z3 QTY:1 ==Joint Locations--= ===a=--- 1) 0- 0 0 5) 23- 0- 0 9) 22-10- 8 2) 3-10-15 6) 26- 1- 1 10) 15- 0- 0 3) 7- 0- 0 7) 30- 0- 0 11) 7- 1- 8 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 1042 -50 -797 HOT PIN 29-10- 4 1042 0 -779 BOT H-ROLL 5X6 2xn I— 1042# 3.50" 11 10 11-1-9-9 (R1-1-7) I 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Uesiga: Mdrrit Analysis WRK11111MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GiVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a par of the building design and which must be considered by the building designer. Bracing shown M 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. AddlUonal bracing of the o call structure may be required. (See HIn-91 of l7n). (Russ Plate InsUtule, TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf T 104-3 3-10-3 1042# 3.501�"" 119 scale = 0.2077 Truss ID: Z3 Date: 6-11-62 Durfac -pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH. C:ITEE-LOKUOBST125MPHLSUN1iV Hf..C- AS rn m